HomeMy WebLinkAboutLandon TrussRe: pr1900391dn
L.kD N 00
MiTek USA, Inc.
818 Soundside Rd
Edenton, NC 27932
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by NVR Building Products - Frederick.
Pages or sheets covered by this seal: E221306 thru E221427
My license renewal date for the state of Indiana is July 31, 2020.
Y0.ttttSTfj '// /
No. 60900285
® a
STATE OF
0NALt�� tt\\\\
11011111I
Marvin
19
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
JobTruss
[2:0_1-3 0-0-131 r2:0-5-14.0-1-91. [4:0-3-0,0- -
Truss Type
Qty
Ply
00 MidAtlantic
4-11,6-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
is always required for stability and to prevent collapse with possible personal injury, and properly damage. For general guidance regarding the
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and eCSI Building Component
E12493959
ORDERS
EA -11453
COMN
t
1
Max Uplift 2=-187(LC 12), 8=-187(LC 13)
SPACING- 2-0-0
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
CSI-
Di
in (loc)
Job Reference (optional)
NVR, Frederick, MD -21703,
a 0 12
bE+II11
8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:34:25 2018
4x6 It Scale =1:72 0
3x4 = 6x8 = 3x4 =
8-9-15 17-5-8 26-1-1 34-11-0
H.9-15 8-7-9 _ 8-7-9 _.. 8-g-15
Plate Offsets (X Y)--
[2:0_1-3 0-0-131 r2:0-5-14.0-1-91. [4:0-3-0,0- -
1 ]6:0-3-0 0-3-4]
[8:0-5-14 0-1-9]
[8:0-1-3,0-0-13), [11:0-4-0 0-3-41
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt
4-11,6-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
is always required for stability and to prevent collapse with possible personal injury, and properly damage. For general guidance regarding the
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and eCSI Building Component
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Safely InRearptionavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
REACTIONS. (Ib/size) 2=1818/0-3-8,8=1818/0-3-8
Max Harz 2=-312(1-C 10)
LOADING (psf)
Max Uplift 2=-187(LC 12), 8=-187(LC 13)
SPACING- 2-0-0
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
CSI-
Di
in (loc)
I/deft
Lid
PLATES GRIP
TOLL 30.0
WEBS 3-12=-328/218, 4-12=-74/567,4-11=-806/277, 5-11=-186/1318,6-11=-806/277,
plate Grip DOL 1.15
6-10=-75/568, 7-10=-328/219
TO 0.97
Vert(LL)
-0.24 10-11
1999
360
MT20 197/144
(Roof Snow=30)
MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
Lumber DOL 1.15
2) TO LL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
BC 0.94
Vert(CT)
-0.38 10-11
>999
240
-concurrent
5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.,.•°�'cJ`�`.
1
TOOL 10.0
*This in 3-6-0 tall by 2-0-0 wide
Rep Stress Incr YES
6) truss has been designed fora live load of 20.Opsf on the bottom chord all areas where a rectangle
WB 0.56
Horz(CT)
0.11 8
FIG
n/a
2=187.8=187.
BOLL 0.0 '
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
Code IBC2018/TP12014
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
Matrix -S
Wind(LL)
0.08 2-12
1999
240
Weight: 204111 FT=5%
BCDL 10.0
11) Metal of any seat size, can used place provided
NAL x`xEt
/10"IIll
required maximum reaction.
II i l l ttftt(il
February 26,2019
LUMBER- BRACING -
■■
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing
directly applied.
4-5.5-6: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt
4-11,6-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
is always required for stability and to prevent collapse with possible personal injury, and properly damage. For general guidance regarding the
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and eCSI Building Component
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Safely InRearptionavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
REACTIONS. (Ib/size) 2=1818/0-3-8,8=1818/0-3-8
Max Harz 2=-312(1-C 10)
Max Uplift 2=-187(LC 12), 8=-187(LC 13)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2630/261, 3-4=-2357/295, 4-5=-1681/294, 5-6=-1681/294, 6-7=-2357/296,
7-8=-2630/262
BOT CHORD 2-12=-315/2188,11-12=-162/1807, 10-11=-45/1693,8-10=-105/2045
WEBS 3-12=-328/218, 4-12=-74/567,4-11=-806/277, 5-11=-186/1318,6-11=-806/277,
6-10=-75/568, 7-10=-328/219
NOTES-
t�
7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp 6; Enclosed;
1) Wind: ASCECE7-
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces 8
MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TO LL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
vkPt11�TI�Y
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non with other live loads.
�(t Ir
`\
-concurrent
5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.,.•°�'cJ`�`.
`
*This in 3-6-0 tall by 2-0-0 wide
°�G
6) truss has been designed fora live load of 20.Opsf on the bottom chord all areas where a rectangle
Q„ n
•_,
will ft between the bottom chord and any other members, with BCDL = 10.0psf.
r(-; Q` b (f5
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at lb)
d c P No 609002$5 g -
2=187.8=187.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
e•<
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
Po STATE OF a'
to a wind speed of 115 mph.
,°
��
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
O.c°•. /jVD)AyyP ,.° U� 1
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a Wind speed of 90 mph.
hangers, be in of wood bearing, of any seat size, the hanger has been sized for the
!'
'i� F '••..•... &N ��`
'xj7 SS/O ECS
11) Metal of any seat size, can used place provided
NAL x`xEt
/10"IIll
required maximum reaction.
II i l l ttftt(il
February 26,2019
WARNING-VerTrydate eParametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473rev. 1WO373015 BEFORE USE.
■■
Design valid for use only with MRek®connectors. This design 6 based only upon paramele, shown, and is for an individual building component, not
■
a truss system. Before use, the buliding designer must verify the applicability of design parameters and property incorporate this design into the overall
`
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. AdditionaltemporaryondpermanentbmcingB.
le
9VE C.
is always required for stability and to prevent collapse with possible personal injury, and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and eCSI Building Component
818 Soundeide Road
Safely InRearptionavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton. NC 27932
r
Truss Truss Type _=1"
ty Piy 00MidAtlanlic
DERS EA -11454 SPEC 1 1
Joh Reference lopfi.a.l
NVR, Frederick, MD -21703,
3x4
8.220 S Hour ie 2020 Miienn
4.6 II
3x4 = 3x4 = ow -
3x8 11
Io
Scats = 1:49.4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) lids'
Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.14 7-8 >999 360 lul 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.21 7-8 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.51 Hors(CT) 0.02 5 The n/a
BCLL 0.0 Corte IBC2018/TPI2014 Matrix -S Wind(LL) 0.04 5-7 >999 240 Weight: 1141b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing.
WEDGE WEBS 1 Row at midpt 3-8
Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/Size) 9=929/0-3-8, 5=1020/0-3-8
Max Herz 9=-228(LC 13)
Max Uplift 9=-84(LC 13), 5=-112(LC 13)
Max Grav 9=974(LC 19), 5=1097(LC 20)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-748/143,3-4=-1244/208, 4-5=-1433/130, 1-9=-94/279
BOT CHORD 8-9=-98/417, 7-8=0/558, 5-7=-7/1083
WEBS 2-8=0/427, 3-8=-282/78, 3-7=-1421719, 4-7=-522/250, 2-9=-1289/172
NOTES- (9-11) °•
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BC DL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lunt DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been Considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads. `ttyplsTII1IJ
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /l7
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��` P, P,>
will ft between the bottom chord and any other members, with BCDL = I O.Opsf. `.`� ��.........�'�
P 9 P 1 O P U -) J ° ISTE °°,,
7 Provide mechanical connection (by others of truss to bearing plate capable of withstanding 100Ib uplift at'oint s 9 except 't -Ib Q` � °�G �F .,
5=112. "1' •= Q (P o
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. m ,° NO. 60400285
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of r -0 STATE OF
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11 Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction. �7xi�s`9/ONA` t0�`4�\``
February 26,2019
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47475 rev. 1M03/2015 BEFORE USE.
Design valid for use only wilh Miele® connectors. This design is based only upon parameters shown, and is for on individual building component, not
truss system. Before use, the building designer most verily the applicability of design parameters and properly Incorporate this design Into the overall
a
building design. Bracing indicated N to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
iTeka •
8V8 G ii
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSlfIPli Quality Criteria, DSO -89 and SCSI Building Component
818 Soundside bond
Safety Informationavaiiable from Truss Plate InAtete, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NC 27932
JobTruss
Truss Type
Qty
Ply
00 MidAtlantic
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
a �4�!°
M
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
i i6
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IP11 Quality Criteria, DSB-89 and SCSI Building Component
E12493961
ORDERS
EA11457
COMN
1
1
Jab Reference (optional)
NVR, Frederick, MD -21703,
44
8.220 s Nov 16 2018 MiTek
ID:gQS EhxXc57EmneV1_AijTzE1Q4-Tz2
19-11-0
9-11-8
4x6 =
10
36 3534 33 32 31 30 29 28 27 26 25 24 23 22 21 20
5x6 =
Inc. Sun Dec 9 19:34:28 2018
Scale = 1:67.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) 1/defl Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.30 Vert(LL) 0.00 18 PUT 120 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) 0.00 18 n/r 120
TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 20 n/a n/a
BCLL 0.0
BCDL 10.0 * Code IBC2018/TPI2014 Matrix -S Weight: 1991b FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s): 37, 40, 41, 42
REACTIONS. All bearings 19-11-0.
(Ib) - Max Herz 36=-277(LC 10)
Max Uplift All uplift 1001b or less atjoint(s) 30, 31, 32, 33, 34, 25, 24, 23, 22 except 36=-309(LC 10),
35=-499(LC 12), 26=-103(LC 13), 21=-477(LC 13), 20=-257(LC 11)
Max Grav All reactions 250 Its or less at joint(s) 29, 30, 31, 32, 33, 34, 27, 26, 25, 24, 23, 22, 28 except
36=654(LC 12), 35=285(LC 10), 21=252(LC 11), 20=619(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-468/249, 3-4=-303/182, 16-17=-284/155, 17-18=-443/212, 2-36=-385/178,
18-20=-363/178
BOT CHORD 35-36=-127/277, 34-35=-127/277, 33-34=-127/277, 32-33=-127/277, 31-32=-127/277,
30-31=-127/277, 29-30=-127/277, 28-29=-127/277, 27-28=-127/277, 26-27=-127/277,
25-26=-127/277, 24-25=-127/277, 23-24=-127/277, 22-23=-127/277, 21-22=-127/277,
20-21=-127/277
NOTES- (14-16)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 )4Flf VIIEt7q/�
2) Truss Gable Endgned Details r slnd loads in applicable, theane of the truss only. For studs exposed to wind
qualified building designer as per AN51/TPI 1normal to the face), see Standard Industry `\vvvvy STRZ , 1/'/
3) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 °• ' ° �,.
4) Unbalanced snow loads have been considered for this design.:t�CjkSTS�%,°fly, l�
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads. = NO. 60400285
6) All plates are 3x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing. '
8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). a a
9) Gable studs spaced at 1-4-0 oc. 0 STATE OF e ��
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O °°�D
/ P
r .c °°..;° *.
11) *This truss has been designed for a live load of 20.OpsF on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide pix F ••° IAC1
her
fit between e
ttom cho
12) Prlovide mechanical con ection (by others)and anytof tr us
of bearing plate capable of withstanding 100 to uplift at joint(s) 30, 31, 32, 33, 7/SjSI�NlA' t xv0"
34, 25, 24, 23, 22 except at --lb) 36=309, 35=499, 26=103, 21=477, 20=257.
13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI February 26,2019
WARNING -Nealy design parameters end READ NOTES ON THIS AND INCLUDED MITER RE£ERENCEPAGEMII-1413 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and k for an Individual building component, nor
a ass system. Before use, the building designer must venty the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
a �4�!°
M
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
i i6
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IP11 Quality Criteria, DSB-89 and SCSI Building Component
810 Soundside Road
Safety Informationavoilable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
Job
Truss
Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
Qty
ply
00_MidAtlantic
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addifional temporary and permanent bra<in9
p A'9'el0
YN9 6 BS
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sbdANSI/TPII Quality Criteria, DSB-89 and 9CSi Building Component
E12493961
ORDERS
EA -11457
�COMNTp�
1
1
Job Reference (optional) _
NVR, Frederick, MD- 21703, 8.220 s Nov 16 2U18 MI I eK Industries, Inc. Jun use B iv:34:za zone rage z
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-Tz2grAVoCNZvGknLkNyE2ZLncDnetriiNJQJpeyAbnP
14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
16) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING - Vedifydeslgnperemeters antl READ NOTES ON THISAND INCLUDED MITER REFERENCEPAGE Mll-7473 rev. 1WON2015 BEFORE USE.
Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addifional temporary and permanent bra<in9
p A'9'el0
YN9 6 BS
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sbdANSI/TPII Quality Criteria, DSB-89 and 9CSi Building Component
818 soundside Road
Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
Job
__]
Truss
Truss Type
Qty
Ply
00_MidAtiantic
E12493962
ORDERS
EA -11459
COMN
1
1
Jab Reference (optional)
NVR, Frederick, MD -21703,
4-10-3
8.22U5 NOV lb ZU1B MI I eK Industries, Inc. Sun Dag B
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-xAc23VZQzhhmluMXl4UTamtve
4.6 =
Scale: 3/8"=1'
4x4 =4x4 =
3x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.14 2-8 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.30 2-8 >700 240
TCDL 10.0 Rep Stress ]nor YES WB 0.35 Horz(CT) 0.05 6 n/a n/a
BCLL 0.0
BCDL 10.0 Code IBC2018rTP12014 Matrix -S Wind(LL) 0.05 8 >999 240 Weight: 75 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (ib/size) 2=968/0-3-8,6=968/0-3-8
Max Herz 2=57(LC 16)
Max Uplift 2=A 53(LC 8), 6=-153(LC 9)
Max Grant 2=1058(LC 19), 6=1058(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -ABI forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2199/276, 3-4=-1468/136, 4-5=-1468/136, 5-6=-2199/276
BOT CHORD 2-8=-252/2027, 6-8=-206/2027
WEBS 3-8=-787/219, 4-8=0/571, 5-8=-787/220
Structural wood sheathing directly applied or 3-5-6 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
t) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLC ASCE 7-16; Pf=30.0 pat (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 lost on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b)
2=153.6=153.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCEPAGE114II-1419 rev. 10103/2015 BEFORE USE.
Design valid for use only with )AFFAW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall
building design. gracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Busses and truss systems, seeANSUTPii Quality Criteria, DSB-89 and BCSI Building Component
Safety Informationavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
,o
4` " \01Itt t5II r�r111/1 ,``,J
d ( r
N0.60900285 °• �'
= m a
STATE OF
0". o//VDEANJ'
February 26,2019
MiTek'
818 Soundside Road
Edenton, NO 27932
Truss
Truss Type
Qty
Ply
00
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.52
Vert(LL) -0.15 6-7 >999 360
E12493963
L
EASI1460
CONN
1
1
TCDL 10.0
__:DERS
WB 0.36
Horz(CT) 0.05 6 n/a n/a
BCLL 0.0 *
ab Re eAence (ophonapauffic
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2015 MI I ek Industries, Inc. Sun Dec to 1H2f4:29 2018 Page 1
ID:qOS_EhxXc57EmneV1_AijTzE1Q4-xAc23VZQzhhmtuMXl4UTamtu_dy7cGl RczAtL4yAbnO
-0.77-4 410-3 _ 8-11-8 13-0-13 _ 17-11-0
0-11-4 410-3 41-5 i 41-5 4-10.3
Scale =130.7
46 =
�o
WARNING- Verily design pedometers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 nv. 10/03/2015 BEFORE USE.
■■
LOADING (psi)
SPACING- 2-0-0
CSI
DEFL. in (loc)/dell Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.52
Vert(LL) -0.15 6-7 >999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.90
Vert(CT) -0.32 6-7 >668 240
TCDL 10.0
Rep Stress lncr YES
WB 0.36
Horz(CT) 0.05 6 n/a n/a
BCLL 0.0 *
Code IBC2018/TPI2014
Matrix -S
Wind(LL) 0.05 7 >999 240
Weight: 741b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 3-3-5 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/Size) 2=971/0-3-8,6=879/0-3-8
Max Horz 2=61 (LC 16)
Max Uplift 2=-153(LC 8), 6=-107(LC 9)
Max Gray 2=1059(LC 19), 6=969(LC 20)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-22041277,3-4=-1477/140, 4-5=-1477/136,5-6=-2223f291
BOT CHORD 2-7=-258/2031, 6-7=-236/2052
WEBS 3-7=-787/220, 4-7=0/579, 5-7=-805/229
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except (jt=1b)
7) Provide2=153,6=107.
6
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI L
`�� ��� , •4 TC•. �"� ��.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
e, e:G Tyre=, Cy r
to a wind speed of 115 mph.p
UP S
10) Design checked forASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
d �' ; NO. X0400285 ,e
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
-
required maximum reaction.
? 0 *;• m ti
STATE OF "
t/
February 26,2019
WARNING- Verily design pedometers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 nv. 10/03/2015 BEFORE USE.
■■
Design valid for use only with Mlfeld connectors. This deign is based only upon parameters shown. and is for an individual building component, not
■
a truss system. Before use, the building designer must welly the applicability of design demanders and properly incorporate this design Into the overall
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�ppek
9V{B '
9V{ F id
Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIdPll Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informotionavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexanddo, VA 22314.
Edenton, NC 27932
FORDERS
TrussTruss Type Oty Ply 00MidAllantic---------E12493964
EA -11461
]MONO 1 1
Job Reference (optional)
NVR, Frederick, MD -21703,
U.Lzll s NOV 1ti Lula Ml1 el( mausrries, ilia Sun Dec 919:34:30 20 io
zxa - 2x4 11
1:51M 51111211 a PW
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.41
1 Vert(LL) -0.01 2-4 7999 360 MT20 197/144
(Roof Snow=30) Lumber DOL 1.15 BC 0.16 Ve I CT) -0.02 2-4 >999 240
BCLL 0.0 TCDL 10.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 life n/a
BCDL 10.0 Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 16 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP NO.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 2=283/0-3-8,4=171/0-3-8
Max Horz 2=77(LC 12)
Max Uplift 2=-42(LC 12), 4=-39(LC 12)
Max Grav 2=401 (LC 19), 4=235(LC 19)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-11-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 4.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlrPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
,IAWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 11111-7473re, 1(034015 BEFORE USE.
Deslgo valid for use only with Ahrens connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applioablllty of design parameters and properly incorporate this design Into the oven
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permaoen
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, S00ANSInpin Quality Criteria, DSB-89 and BCSI Building Componer
Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
'
`tttFclttTrP,>k//
Si
cEs'r,-
NO. 60900285
a
STATE OF ° Z
/�x�7i�sS�ONIFe; trc��.,tx`,
February 26,2019
iTek'
818 Soundelde Road
Edenton, NC 27932
Job
fuss
Ns3 yPe
Cry
Ply
1
00
O6MidPlanlc E6993840
ORDERS
EA -11463
COMN
1
1
818 Soundside Road
fit between the bottom chord and any other members.
Edenton, NO 27932
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 to uplift at joint 6 and 35 lb uplift at joint
4.
uss.
7) "Semi-rigid pitchbreaks beels' Member end fixity model was d in the analysis and design of
(optional) Job Reference o tional
--�
NVR, 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:35:31 2015 Page 1
ID:gDS_EhxXc57EmneV1_AIjTzE104-JPKKTeBai_wnyU?Tdi3gL?CBKEIY9imr DkJS7ydIAA
5-5-12 10-11-8
1 -F -n 5-5-12
Scale = 1:18.8
3x4 II 3x8 =
3x8 = 2
3
3.4 II 3x4 II
5-5-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.06 5 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.10 5-6 >999 240
TCLL 10.0 Rep Stress [net NO WB 0.68 HoR(CT) 0.00 4 n/a n/a
BCLL 0.0 *
BCDL 10._0_Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.03 5 >999 240 Weight: 601b FT=5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 6=961/0-3-8,4=961/0-3-8
Max Iplft6=-35(LC 6), 4=-35(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD l-6=-700/52,1-2=-1595/56,2-3=-1595/56,3-4=-700/52
BOT CHORD 5-6=-7/109,4-5=-7/109
WEBS 1-5=-52/1570, 2-5=-464196,3-5=-52/1570
JOINT STRESS INDEX
1=0.55,2=0.13,3=0.55,4=0.89,5=0.79 and 6=0.89
NOTES. (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS
■■
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
■
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
`'e
3) Provide adequate drainage to prevent water ponding.
y "
9N9 IA
ffek
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
818 Soundside Road
fit between the bottom chord and any other members.
Edenton, NO 27932
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 to uplift at joint 6 and 35 lb uplift at joint
4.
uss.
7) "Semi-rigid pitchbreaks beels' Member end fixity model was d in the analysis and design of
face the
8) In the checkedsfor(ASCEsect71ultimate (35secoarendted as front (F) or back
adjust
````yUttVISTR//14/77x7
wind speed t 1 0 gust), wind reaction x 0(678 will wind uplift reaction to a
9) Design
wind speed of 115 mph.
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
= No. 60900265 _
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
= -
® e
".e STATE OF
Uniform Loads (pll)
Vert: 1-3=-80, 4-6=-100(F=-80)
. O
/77x7xi�sStOAd
A` l�-���x��t\\
February 26,2019
WARNING -Verify design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 1WON2015 BEFORE USE.
■■
Design valid for use only with Mlteke connectors. This design is based only upon poramelers shown, and Is for an individual building component, not
■
a truss system. Before use, the building designer must verfy the applicability of design parameters and properly incorporate this design Into the overall
`'e
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
y "
9N9 IA
ffek
is always requbed for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPii Quality C lleda, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NO 27932
Job
mss
Truss I ype
lt`�
y
oo_MidAtlamic
E8993641
ORDERS
EA -11464
COMN
1
1
Job Reference optionap
NVR,
6xB = 3.4 II 4x8 =
5-3-1
3X6 = 3.4 II BX12 = 3x4 II
Scale = 1:55.7
4x6 =
5x6 II 8.12 = 3x6 II 906 MT18H=6xe = 3x6 II 6.10 = 3x6 II
LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc)/def] L/d PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.24 14-15 >999 360 MT20 197/144
.90 Vert(CT) -0.39 14-15 >645 240 MT18H 197/144
TOOL 10.0 Rep Stress Incr NO WB 0(Roof Snow=30.0) Lumber DOL 1.15 SC 0.83 HOR(CT) 0.02 11 n/a BIG
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Wind(LL) 0.1114-15 >999 240 Weight: 191 lb FT=5%
BCDL 10.0
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x8 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing.
9-12: 2x8 SP 2250E 1.9E WEBS 1 Row at midpt 3-13
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
1-15.6-10: 2x4 SP No.2 or 2x4 SPF No.2, 3-15,3-13.6-13: 2x4 SP No.1
REACTIONS. (Ib/Size) 16=1583/0-3-8,9=29210-3-8,11=383210-3-8
Max uplifts 6=-58(LC 6), 9=-11(LC 6), 11=-139(LC 6)
FORCES. (Ib)- Maximum Compression/Maximum Tension
TOP CHORD 1-16=-1241/73, 1-2=-3355/121, 2-3=-3355/121, 3-4=-1327/50, 4-5=-1327/50, 5-6=-1327/50, 6-7=-19/512,7-8=-19/512,
8-9=-2/57
BOT CHORD 15-16=-12/151, 14-15=-146/3941, 13-14=-146/3941, 12-13=-3112/109, 11-12=-3112/109, 10-11=-3112/109, 9-10=-9/72
WEBS 1-15=-115/3365, 2-15=-432/89, 3-15=-618/26, 3-14=0/636, 3-13=-2754/101, 5-13=-398/82, 6-13=-168/4676,
6-11=-2793/164, 6-10=-95/2743, 7-10=-428/88, 8-10=-614/29
JOINT STRESS INDEX
1=0.87,2=0.26,3=0.92,4=0.51,5=0.26,6=0.90,7=0.26,8=0.46,9=0.31,10=0.88,11=0.54,12=0.13,13=0.72,14=0.25,15=0.74 and 16=0.84
NOTES- (11-12)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide metal plate or equivalent at hearing(s) 11 to support reaction shown.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 16, 11 Ib uplift at joint 9
and 139 lb uplift at joint 11.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to
a wind speed of 115 mph.
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIId473 rev.1WOV2015 BEFORE USE.
Design valid for use only with MTAIRD connectors. This design Is based only upon parameters shown, and is loran individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, slaroge, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Inforrnafionavoilable from Truss Plate Inslitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
` P
NO.60900285
® m
STATE OF 4' .
February 26,2019
MiTek'
818 Soundside Road
Edenton, NC 27932
IJo Tmss Truss ype Qy Ply o_MidAnanlic
— E8993641
OROERS EA -11464 COMN 1 1
Joob Reference (optional) -_
NVR,
LOAD CASE(S) Standard
1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-8=-80, 9-16=-100(F=-80)
I' d1p a Im,. Imu ml l ex lnausl.af.lnc. Mr. we, v.r:oa:,".- reyee
ID:gQS_EhxXc57EmneV 1_AiJTZE1 Q4-nbuih_CC312eZeaMPavtG1EgeUZu7f_CtTs_ZydiA9
,& WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7973 rev. 10/OV2015 BEFORE USE. ■
Design valid lar use only with Milek®connectors. This design is based only upon paramefers shown, and is for an individual building component, not ■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall f
building design. Sept., indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing CWAlR�rW
i
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the NOW
labroallon, storage, delivery, erection and bracing of trusses and truss unlems, seeANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 618 Soundside Road
Safety Informallonavailable from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
F
Truss Truss Type Qty Ply 00MidAtlanllcE1ERS EA -11465 SPEC 1 1
Job Reference (optional) _-
NVR, Frederick, MD -21703,
31
8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:34:31 2018 Page 1
ID:gQS_EhxXc57EmneV 1 _AijTzE 1 Q4-lYkoTBbgVlxU7B WwP V WxfBzFMRe448ik3HfzPzyAbnM
3-7-8 _ 7-2-1 11-2-13 _ 15-3-8 17-0-1 18-11-0 119-10-A
3-7-8 �- 3-6-9 4-0-11 r 4-0-11 1-8 9 1-10-15 0 11-0
4x6 II
15 14 to a 4x4 =
3.4 11 5x7 = 3x4 II 4x4 = 3x8 I
Ihi l9
Scale =1:51.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.18 12-13 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.33 12-13 >674 240
TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.16 7 n/a PIS
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.0412-13 >999 240 Weight: 1301b FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* except end verticals.
5-10: 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 13-14.
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (ib/size) 15=92910-3-8.7=1020/0-3-8
Max Holz 15=-228(LC 13)
Max Uplift 15=-84(LC 13), 7=-112(LC 13)
Max Grav 15=974(LC 19), 7=1097(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-701/78, 2-3=-877/198, 3-4=-1562/238, 4-5=-2225/267, 5-6=-2149/149,
6-7=-1428/113,1-15=-997/84
■
BOT CHORD 13-14=-423/79, 2-13=-528/182,12-13=0/612,11-12=0/1 164' 7-9=-35/1053
■
WEBS 4-12=-782/261, 4-11=-206/919, 9-11=-31/1091, 6-11=-3(747, 6-9=-618/43,
1-14=-50/725, 3-12=-190/1116
Welk'
99�V88 99 BBSS
NOTES- (9-11)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
818 Soundside Road
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and fomes &
Edenton, NC 27932
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
IIII(/{7
r this
of min rads have ben considered 000f I vetno dof 16.0 psf or 1.00 times flat roof load of 30.0 Delon overhangs
4) Th s trussahas beeow n designed for
1\lilltll
/
p,. STR,>k
greater
\�x``\v`
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
v4 Q�°�G,STEZy
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
J P O°°., (S%
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
NO. 60400286
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except ft=1b)
7=112.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
-0 '. STATE OF 1Z "
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
,>
/If
to a wind speed of 115 mph.
wiz '�� ° a:VDIA1`;,.•°���\\`�
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-seond gust) meets or exceeds IRC2012 nominal wind speed of100
ph, wind tion x will lnd peed Digit h.
tdin w
slAf
wood bearon
11) Metal hangers, hangers, of any seat size, can be used place of ingsof any seat size, provided the hanger has been sized for the
t� v4vx�\
required maximum reaction.
February 26,2019
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDEDMIrEK REFERENCE PAGE MIr-1479 rue. 1&09/1015 BEFORE USE.
■
Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and is for an IndNidual building component, not
■
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
99�V88 99 BBSS
Is always recrured for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of tresses and buss systems, sacANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314.
Edenton, NC 27932
---
Job — Truss Truss Type Qty Ply 00_MidAllanfic
E12493966
ORDERS EA -11466 CONN 1 1
_ Joh Reference (optional)
NVR, Frederick, MD -21703, u.zzu s NOV 1b zu a MI I e¢ Inausrrles, mc. sun uec a'I u:on:az zum rage i
ID:3tzdCRoEOtwSFMaHAwjrPuzEOa1-MIIAhXblGc3LkL56zD1 ACPVIGq 14pTuulxOXyPyAbnL
-Q-11,4 5-11-7 11-8-7 17-5-8 23-2-9 28-11-9 34-11-0 3,1-10r4
0-1 4 5-11-7 5-9-1 5-9-1 5-9-1 5-9-1 5-1 -] ( 1 4
14
4.6 II
8.00 12
3x4 = 4x8 II sod 6 bxlu = 3x4 =
6x10 = 3x4 =
4x8 II
N p,
91?1,2
Co or
Scale = 1:77.4
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code IBC2018frPI2014
CSI.
TC 0.90
BC 0.75
WB 1.00
Matrix -S
DEFL. in floc) I/deft Lid
Vert(LL) -0.14 10-11 >999 360
Vert(CT) -0.23 10-11 >999 240
Horz(CT) 0.09 8n/a n/a
Whiff 0.08 13 >999 240
PLATES GRIP
MT20 197/144
Weight: 261 ib FT=5%
_--
LUMBER- BRACING.
building design. Bracing Indicated h to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
TOP CHORD 2x4 SP No.2 or 2x4 SPF NO2 *Except* TOP CHORD Structural wood sheathing directly applied.
4-5,5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing.
BOT CHORD 2x4 SP N0.2 or 2x4 SPF No.2 *Except*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPit Quality Criteria, DSBbw and BCSI Building Component
11-13: 2x12 SP NO2
Safety InformationovaAabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
5-13,5-11: 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=1818/0-3-8,8=1818/0-3-8
Max Horz 2=312(LC 11)
Max Uplift 2=-187(LC 12), 8=-187(LC 13)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2650/251, 3-4=-2489/363, 4-5=-2161/389, 5-e=-2145/375, 6-7=-2489/363,
7-8=-2650/251
BOT CHORD 2-14=-306/2245, 13-14=-170/1965, 11-13=-11/1423, 10-11=-4811829,8-10=-96/2058
WEBS 3-14=-338/230, 4-14=-152/406,4-13=-744/323,5-13=-259/1128, 5-11=-251/1119,
6-11=-744/332, 6-10=-172/428, 7-10=-338/231
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
ttlt l l It
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
��`< /y
`` ST
3) Unbalanced snow loads have been considered for this design.
�x R,>),
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs.�
_r �i
"Gif 'v°°f(`� �®
non -concurrent with other live loads.
`�? >°
O°`;
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Q tjY
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
NO. 604002$5 a x =
will fit between the bottom chord and any other members, with BCDL = I0.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)
® e
2=187, 8=187.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI t.
"O °: STATE OF °` Ir
;. .� •, 41
9 h Design checked for ASCE 7-16 ultimate wind speed at 130 m 3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
9 P P( P
i R� '• eR/DtA1'�P'
�i `°• \
to a wind speed of 115 mph.
IRC2012
. _° �``
�
�IAk
10) checkedwind forASCEgust) meetsor exceeds nominal wind speed of
w to wind
wimp
reaction x 0 -1 will adjust wind uplift reaction a speed of90 mph.
fEPy
is
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
February 26,2019
I WARNING -Verify design parame eas and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111-7473 ., 1WOV2015 BEFORE USE.
■
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is far an Individual building component. not
a truss system. Before use, the building designer must venry the ,plirmbillty of design parameters and property incorporate this design into the overall
building design. Bracing Indicated h to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
eA(ttRR�l..
MOW
is alwaysrequded for stability and to prevent collapse with possible personal injury and property damage. For general guachin a regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPit Quality Criteria, DSBbw and BCSI Building Component
8185oundside Road
Safety InformationovaAabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
Jab
Truss
Truss Type
Qty
Ply
00_MidAtlantic
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing
hryiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabicalion, storage, delivery, erection and bracing of trusses and truss systems, sooANSIAPII Quality Criteria, DSB-89 and BCSI Building Component
E12493967
ORDERS
EA -11468
CONN
1
1
Job Referenceo ttonal)
NVR, Frederick, KID -21703,
U.ZZU 5 NOV lU ZVITo MI I eK mainlines. Inc bun ban a
4x6 =
BOB 52 7 17
3X4 = 3X4 = 6x8 = 3X4 - 3X8 II
16-5-8
141
Scale =168.7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.16 12-13 7999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.67 VerhCT) -0.25 12-13 7898 240
TCDL 10.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 10 BIDn/a
BCDL 10.0BCLL 0.0 Code 1BC2018/TPI2014 Matni Wind(LL) 0.0410-12 ss999 240 Weight: 221 Ib FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing, Except:
WEBS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 13-14.
WEDGE WEBS 1 Row at midpt 6-14, 7-13,8-13
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-2-0
REACTIONS. (Ib/Size) 2=713/0-3-8,14=177510-3-8, 10=947/0-3-8
Max Harz 2=-295(LC 10)
Max Uplift 2=-46(LC 12), 14=-233(LC 12), 10=-129(LC 13)
Max Grav 2=750(LC 19), 14=1775(LC 1), 10=1043(LC 20)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -4= -8I8/68,4 -5=-B13/97, 5-6=-68/270, 7-8=-396/163, 8-9=-1057/194, 9-10=-314/162
BOT CHORD 2 -15= -141/677,14-15=-96/344,13-14=-198/279,12-13=0/630,10-12=-28/976
WEBS 4-15=-302/184, 5-15=-60/479, 5-14=-626/223, 6-14=4192/97, 6-13=-38/930,
8-13=-799/262, 8-12=-69/581, 9-12=-346/208
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLC ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been Considered for this design. kttl)��
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs \t 111`
non -concurrent with other live loads. �� ST x
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \��� �`� °•.ST...
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.0psf. g �r e Q` 10 °_, N
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 2 except Gt=1b) = .° NO. 60400285 `g
14=233,10=129.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TP11. - -
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction m e
to a wind speed of 115 mph. C °^. STATE OF °' rZ
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal Wind speed of % O / Q. ✓`
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, maximum any
seat can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the xxO SS�ONAi t\
requi
February 26,2019
),WARNING. Verirydesrgn parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERENCE PAGE 111II-7413 rev. 1WOV2016 BEFORE USE.
Design valid for use only with Mgeab, onnect.b. This design is based only upon parameters shown, and is for an Individual building component, not
IS
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing
hryiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabicalion, storage, delivery, erection and bracing of trusses and truss systems, sooANSIAPII Quality Criteria, DSB-89 and BCSI Building Component
BIB Soundside Road
Safety Informatlonowskable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
TFUSS Type
Qty
Ply
00=MitlAtlanlic
E12493968
ORDERS
EA -11469
SPEC
1
1
PLATES GRIP
MT20 197/144
(Roof Snow=31 0) Lumber DOL 1.15
BC 0.47
Verf(CT)
-0.12 17-18
>999
Job Reference (optional) _ ^: _ ^
NVR, Frederick, MID -21703,
14
4x6 =
8.00 12
a-,msrvuv wmionn wn
4x4 = 3xB = 4x4 =
6 -SB
4-10-11 9-]-0 id -35 ib b 9]-& 2113 264-1329-6-0 31-0-1 32 -it -9
I r.e-o I tnn.rs �
(#o
Scale =1:71 6
Plate Offsets (X,Y)— (2:0-1-15 Edge) (2:0-0-0 0-0-7] (4:0-2-12 0-3-0] ]8:0-3-0 0-3-0]
[11:Edge 0-0-7] (11:0-1-15 Edgel
LOADING (psf) SPACING- 2-0-0
TCLL 30.0 plate Grip DOL 1.15
CSI.
TC 0.66
DEFL.
Vert(LL)
in (loo)
-0.07 17-18
/deft
>999
Ud
360
PLATES GRIP
MT20 197/144
(Roof Snow=31 0) Lumber DOL 1.15
BC 0.47
Verf(CT)
-0.12 17-18
>999
240
BCDL 10.0 Rep Stress Incr YES
WB 0.89
Hoa(CT)
0.09 11
n/a
n/a
BCLL 0.0
Code IBC2018frPI2014
Matrix -S
Wind(LL)
0.0315-16
>999
240
Weight: 2451b FT=5%
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except'
18-20,9-14: 2x4 SP No.3 or 2x4 SPF Stud
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF NO.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-22,6-21, 7-19
REACTIONS. (Ib/size) 2=546/0-3-8,11=82210-3-8,22=2068/0-3-8
Max Horz 2=-295(LC 10)
Max Uplift 2=-94(LC 12), 11=-181(LC 13), 22=-149(LC 12)
Max Grant 2=638(LC 19), 11=889(LC 20), 22=2068(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-692/167, 3-4=-265/224, 4-5=0/554, 5-6=-58/300, 6-7=-97/308, 7-8=-582/243,
8-9=-1023/255, 9-10=-1829/348, 10-11=-1104/215
BOT CHORD 2-24=-178/477, 23-24=-178/477, 21-22=-379/181, 18-19=-84/378, 17-18=0/435,
16-17=-33/767,15-16=-229/1608,9-15=-25/503,11-13=-112/799
WEBS 3-23=-450/155, 4-23=-30/339, 4-22=-629/208, 5-22=-1 447/0, 5-21=0/1198,
19-21=-1206/0,6-19=-469/0,7-19=-870/206, 7-17=-28/532, 8-17=-514/166,
8-16=-24/318,9-16=-881/206,13-15=-111/900,10-15=-971745. 10-13=-580/100
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and fomes &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2 except Qt=1b)
11=181,22=149.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfrPI 1.
�= NO. 60900285 ,
STATE OF
IVD
7j7/7/SSION A` t�. \Xkkk,�'
February 26,2019
WARNING -Vedy, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MIP7473 rev. IdAu 2015 BEFORE USE.
Design valid for use only with MBeW connectors. This design z based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated h to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mak' ak'
always requhed ku,tabilityand to prevent collapse with possible personal injury and property damage. For general guidance regarding the ETC! f6
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPll Quality Chiang, DSB-89 and BCSI Building Component 818 Soundside Road
Safety Informationavarable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NO 27932
NVR, Frederick, MD - 21703, 8.220 s NOV 16 zo1 amu ex industries, Inc. sun use !i 1 B:34rd4 zul is rage z
ID:3tzdCRoEOIwSFMaHAwjrPuzEOal-17Qx6DdZODK2_fF V4e3eHgbiTemzHPOBIFteOHyA1bnJ
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473.1 100031015 BEFORE USE.
Truss
Truss Type
Qly
Ply
00MitlAtlantE12493968
building design. Bracing Indicated is to prevent buckling of individual lass web and/or chord members only. Additional temporary and permanent bracing
1�
iVE g DiTek
s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component
818 Soundslde Road
[ORDERS
EA -11469
SPEC
1
1
_ _
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s NOV 16 zo1 amu ex industries, Inc. sun use !i 1 B:34rd4 zul is rage z
ID:3tzdCRoEOIwSFMaHAwjrPuzEOal-17Qx6DdZODK2_fF V4e3eHgbiTemzHPOBIFteOHyA1bnJ
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473.1 100031015 BEFORE USE.
■■■■
Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on individual building component, not
a tmss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
f
building design. Bracing Indicated is to prevent buckling of individual lass web and/or chord members only. Additional temporary and permanent bracing
1�
iVE g DiTek
s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component
818 Soundslde Road
Safety Iniormationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
(JOS-rfnss
Nss ype
Uty
Fly
o0_MidAllaMm
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
8 '
iTek
CV6i B6
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding she
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and SCSI Building Component
E8993642
ORDERS
EA -114]1
COMN
1
1
Job ftefemnce (optional)
NVR,
1 3x8 =
7.630 s Jul 282015 MITek Industries, Inu. Mau Sep 1414:S5322UID Fare
ID:gQS_EhxKc57EmneV1_AijTzE t Q4-nbuih_CC312eZeafBPavtCIE W e W IUAv_CtTs_ZydiAe
3x4 =_
2
Scale =1:194
3.4 II
3
3x4 11 4x6 =
3-7-12 7-7-12 _
LOADING(psf) SPACING- 2-0-0 CSI. DEFL_ in (loo) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.08 4-5 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.17 4-5 >798 240
TCDL 10.0 Rep Stress Incr NO WB 0.62 Hoa(CT) 0.01 4 n/a n/a
BCLL 0.0 ' Code IRC2015/71`12014 (Matrix) Wind(LL) 0.04 4-5 >999 240 Weight: 61 Ib FT = 5%
BCDL 10.0
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 20 SP No.2 BOT CHORD Rigid oiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/size) 6=991/0-3-8, 4=991/0-3-8
Max Uplifl6=-36(LC 6), 4=-36(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-6=-908/37,1-2=-136610,2-3=-101/0,3-4=-106118
BOT CHORD 5-6=-191104,4-5=-102/1332
WEBS 1-5=0/1422,2-5=0/273,2-4=-1344/118
JOINT STRESS INDEX
1=0.70,2=0.57,3=0.29,4=0.60,5=0.73 and 6=0.39
NOTES- (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); CategoryII; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical onnection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 6 and 36 Ib uplift at joint
4.
7) "Semi-rigid pitchbreaks including heels"
r end fixity
l was used in the analysis and design of
uss.
9) In the Design checkedSforr(A)SCEtonolo timat applied
wind speed at 1 0 me face of the
hu3 se ondnoted
gust), front wind reaction x 0.778 will this
adjust wind uplift reaction to a O`t�`kCISTR,>),//7jvi�
9 P P( gust), 1 P ��
wind speed of 115 mph. �'O,VSTE� °••
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q' °``Q,IG Fd°°, N
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. v g
= � > No. 6€1400285 ,
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf) ' '0 % STATE OF a" `
Vert: 1-3=-80, 4 -6= -100(F= -80)r q®�°•, e/AID(A1 P0` \
'/'xi1/SstOPNAt 1��ss's````��
February 26,2019
WARNING -Vedly designpa2meMrs and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. IMN2015 BEFORE USE.
Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the bullding designer must verity the applicability of design Parameters and properly incorpomte this design into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
8 '
iTek
CV6i B6
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding she
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and SCSI Building Component
816 Soundside Road
Safety Iamarnationavaltable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandhg, VA 22314.
Edenton, NC 27932
Job
rUss
Type ---
ty
y
o0_NndHtlanllc -
GRIP
197/144
197/144
FT=5%
-
LUMBER-
_--__
BRACING -
E8993643
ORDERS
EA -11472
ITrass
COMN
1
i
end verticals.
BOT CHORD 2x8 SP No.2 `Except`
BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing.
9-12: 2x8 SP 2250F 1.9E
Jab Reference (optlona0
NVR,
LESLC]
BxB = 3.4 11
7.830 s Jul 28 2015 MiTek Industries. Inc.
5-3-9
4x8 = 3x6 = 3x4 11 8x12 = 3x4 11
Scale =1:56.3
4x6 =
5.8 11 8x8 = 3x6 II 6x8 = 3x6 11 6x10 = 3x6 11
9x16 MT18H =
LOADING(psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code IRC2015/TP12014
CSI.
TC 0.87
BC 0.90
WB 0.85
(Matrix)
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loo) War L/dPLATES
-0.23 14-15 1999 360
-0.39 14-15 1654 240
0.02 11 n/a n/a
0.1114-15 1999 240
_-
MT20
MT18H
Weight: 197 lb
GRIP
197/144
197/144
FT=5%
-
LUMBER-
_--__
BRACING -
TOP CHORD 2x4 SP No.2D *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-4-2
oc purlins, except
4-8: 2x4 SP No.2 or 2x4 SPF No.2
end verticals.
BOT CHORD 2x8 SP No.2 `Except`
BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing.
9-12: 2x8 SP 2250F 1.9E
WEBS
1 Row at midpt 3-13
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except"
1-15,8-10: 2x4 SP No.2 or 2x4 SPF No.2
3-15,3-13,6-13,6-10: 2x4 SP No.1
REACTIONS. (Ib/Size) 16=1596/0-3-8,9=308/0-3-8,11=3863/0-3-8
Max Upliftl6=-58(LC 6), 9=-12(LC 6), 11=-140(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-16=-1260/74, 1-2=-3433/124, 2-3=-3433/124, 3-4=-1360/51, 4-5=-1360/51,
5-6=-1360/51,6-7=-18/478, 7-8=-18/478,
8-9=-17/52
BOT CHORD 15-16=-12/153, 14-15=-148/3999, 13-14=-148/3999, 12-13=-3172/111, 11-12=-3172/111, 10-11=-3172/111, 9-10=-10/76
WEBS 1-15=-118/3444, 2-15=-435/90, 3-15=-596/25, 3-14=0/626, 3-13=-2778/102, 5-13=-401/83, 6-13=-171/4770,
6-11=-2834/166,6-10=-99/2838,7-10=-436/89,8-10=-582129
JOINT STRESS INDEX
1=0.89,2=0.26,3=0.92,4=0.48,5=0.26,6=0.92,7=0.26,8=0.45,9=0.33,10=0.78,11=0.55,12=0.14,13=0.73,14=0.24,15=0.84 and =0.8
NOTES- (11-12)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Ii; Exp B; Partially Exp.; C1=1.1
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide metal plate or equivalent at bearing(s) 11 to support reaction shown.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 16, 12 lb uplift at joint 9
and 1401b uplift at joint 11.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to
a wind speed of 115 mph.
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
WARNING - Verily desrg0 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7472 rev. 1000312015 BEFORE USE.
Design vola for use only with Meek®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer most verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Infarmationavoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
ttIS� R,>/7/
�T° No. 60400285 °•
m ® '
STATE OF °mak i
"IIfONA` `e'N�`O�`�
February 26,2019
MiTek'
818 Soundside Road
Edenton, NO 27932
Job
Truss
Nss ype
Qly
Ply
OD_MidAtiantic
buliding design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
iTek8 '
9VE 6 BS
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIQPII Quality Cdreria, DSB-89 and BCSI Building Component
E8993643'..
ORDERS
EA -11472
COMN
1
1
Job Reference (optional)
NVR,
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-8=-80, 9-16=-100(F=-80)
7s3) s Jul 28 201b Ml l OR Industries,Inc. Mon 6up 14140b:3J aVm Vega[
ID:qQS_EhxXc57EmneVi_AijTzE1Q4-FnR4uKDggcAVBo9d758QQiR7lqqdZb7RXDQW?ydiAB
WARNING. Verily design paramelers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGEMIL1473 rev. 1WON2015 BEFORE USE.
■■■
Design valid for use only with MUek®connectors. The design is based only upon paramelers shown, and is for an individual building component, not
■
a lasystemre . Befouse, the building designer must verily the applicability of design parameters and properly incorporale this design into the overall
■
buliding design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
iTek8 '
9VE 6 BS
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIQPII Quality Cdreria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety informallonavailabie from Truss Plate Inslitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
ROOM.n, NO 27932
bss
0-0-13] [1:0-5-14 0-1-9j (3:0-3-0
Truss Type
y
Ply00_MAllanlicE12493970
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt
_
WEBS 2x4 SP No.3 or 2x4 SPF Stud
71k
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
rORDERS
EA -11473
COMN
t
DEFL.
in (loo)
Well
Unit
PLATES GRIP
TCLL 30.0
Jab Reference (oplionap
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:34:37 2018 Page 1
ID:gQS EhxXc57EmneVt_AijTzE1Q4-ii53kEfR58idr6z4mmdLvSD8erhOUrydRD6ldcyAbnG
5-t1-7 11-B-7 17,5-8 23-2-9 28 -it -9 34-11-0 34
5-i 5
i-7 5-9-1 5-9-1 5-9-1 -9-t 5-11-7 11-4
4.6 II
BDO 12
3x4 - 6.8 - 3x4 =
_ 8-9-15 175-8 26-1-i 34-11-0
8-9-15 -- B-7-9 8-7-9 _ I 8-9-15
Scale =171 5
Plate Offsets (X Y)-- (1:0-1-3
0-0-13] [1:0-5-14 0-1-9j (3:0-3-0
0-3-4j [5:0-3-0 0-3-4]
[7:0-5-14 0-1-9j
p:0-1-3 0-0-13j [10:0-4-0,0-3-4]
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt
_
WEBS 2x4 SP No.3 or 2x4 SPF Stud
always required for stability and to prevenl collapse with possible personal injury and property damage. For general guidance regarding the
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Safety Informationavailable from Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
REACTIONS. (Ib/size) 1=1730/0-3-8.7=1819/0-3-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loo)
Well
Unit
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.98
Vert(LL)
-0.24 10-11
>999
360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.94
Vert(CT)
-0.38 9-10
>999
240
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
TCDL 10.0
Rep Stress [nor YES
WB 0.56
Hohz(CT)
0.11 7
n/a
n/a
non -concurrent with other
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
BCLL 0.0
Code IBC20187TPI2014
Matrix -S
Wind(LL)
0.08 1_11
>999
240
Weight: 202 lb FT=5%
BCDL 10.0
_
-
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
- -
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
STATE OF �`
to a wind speed of 115 mph.
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing
directly applied.
344-5: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt
3-10.5-10
WEBS 2x4 SP No.3 or 2x4 SPF Stud
always required for stability and to prevenl collapse with possible personal injury and property damage. For general guidance regarding the
WEDGE
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Safety Informationavailable from Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
REACTIONS. (Ib/size) 1=1730/0-3-8.7=1819/0-3-8
Max Horz 1=-308(LC 10)
Max Uplift 1=-163(LC 12), 7=-187(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -ATI forces 250 (b) or less except when shown.
TOP CHORD 1-2=-2613/265, 2-3=-2367/298, 3-4=-1683/294, 4-5=-1684/295, 5-6=-2360/296,
6-7=-2633/262
BOT CHORD 1-11=-320/2199,10-11=-163/1811,9-10=-45/1695,7-9=-10512047
WEBS 2-11=-336/224, 3-11=-77/575, 3-10=-809/277, 4-10=-187/1319, 5-10=-806/277,
5-9=-75/568, 6-9=-328/219
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TOLL: ASCE 7-16; Pf=30.0 pat (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs= 1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
tttilsTl////
4) This truss has been designed for greater of min roof live load of 16.0 part or 1.00 times Flat roof load of 30.0 psf on overhangs
live loads.
`xvtlt
7
non -concurrent with other
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
�t. p<. • R,>k p�
*This in 3-6-0 tall by 2-0-0
•(3lSTE�i., F ''�
6) truss has been designed for alive load of 20.Opsf on the bottom chord all areas where a rectangle wide
.� eJ\
will ft between the bottom chord and any other members, with BCDL = 10.0psf.,
N
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=1b)
2 c e NO. 60900286 g =
1=163.7=187.
-
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
- -
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
STATE OF �`
to a wind speed of 115 mph.
°�,��
% 90 °•° /�b1A
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
i XN `° o � ¢'
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
h hangers, be in of wood bearing, of any seat size, the hanger has been sized for the
zip <','••>°. °° �j� ��`
�i!/ s$/ONA
11) Metall of anyseatsize, can used place provided
//
maximum
1rGt4```xx'��
February 26,2019
AWARNING -Veraydesign pemmeters and READ NOTES ON THIS AND INCLUDED Mul REFERENCE PAGE M11.7473 rev. 10ION2015BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is lar an individual building component, not
Sot
a Truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is To prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
6 it
@�9 ® iTek•
always required for stability and to prevenl collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component
818 Saundside Read
Safety Informationavailable from Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Hart. , NC 27932
NVR, Frederick, MD -21703,
8.00 12
8.22U $NOV 116 ZU18 MI leK
Inc. bun use UIU:34:3b ZU Id
3x4 = 6.10 = 48 II 4xa 11 dxa a 3x4 =
3X4 = 6X10 =
N
§wrm
O p
Scale =1:76.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/delLid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.14 10-11 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.23 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.09 8 n/a n/a
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 MlWind(LL) 0.07 13 >999 240 Weight 264 Ib FT = 5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied.
4-5.5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
11-13: 2x12 SP No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
5-13.5-11: 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-4-9
REACTIONS. (Ib/size) 1=1730/0-3-8,8=1819/0-3-8
Max Holz 1=-308(LC 8)
Max Uplift 1=-163(LC 12), 8=-187(LC 13)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-2607/253, 3-4=-24641361, 4-5=-2171/391, 5-6=-2147/375, 6-7=.24911363,
7-8=-2653/252
BOT CHORD 1-14=-3G6/2230,13-14=-17211973,11-13=-12/1425, 10-11=-49/1831,8-10=-96/2060
WEBS 3-14=-323/231, 4-14=-1 471368 4-13=-750/324, 5-13=-262/1140, 5-11=-251/1119,
6-11 =-744/332, 6-1 0= 171/427,7-10=-338/231
NOTES- (9-11)
1) Wind: ASCE 7-16; VuIt=130ni (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1A0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 pat or 1.00 times flat roof load of 30.0 pat on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b)
1=163.8=187.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfrPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIr-7473 rev. 1WO3/2018 BEFORE USE.
Design valid for use only with MBek® connectors. mh design is based only upon parameters shown, and is loran individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANS17TPll Quality Critedo, PISS 89 and SCSI Building Component
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Stme6 Suite 312, Alexandria. VA 22314.
UI
No.60900285
m e
STATE OF ° IZ
i�yiyyFIS18Ai 1.14
JON
ImIl
February 26,2019
ITek'
818 Soundside Road
Edenton, NG 27932
ssTruss
Type
Oly
Ply
00_MidAllanticEt2493971
EORDERS
[EA--11474
COMN
1
1
Joh Reference(optiona0
NVR, Frederick, MD -21703,
8.00 12
8.22U $NOV 116 ZU18 MI leK
Inc. bun use UIU:34:3b ZU Id
3x4 = 6.10 = 48 II 4xa 11 dxa a 3x4 =
3X4 = 6X10 =
N
§wrm
O p
Scale =1:76.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/delLid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.14 10-11 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.23 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.09 8 n/a n/a
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 MlWind(LL) 0.07 13 >999 240 Weight 264 Ib FT = 5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied.
4-5.5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
11-13: 2x12 SP No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
5-13.5-11: 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-4-9
REACTIONS. (Ib/size) 1=1730/0-3-8,8=1819/0-3-8
Max Holz 1=-308(LC 8)
Max Uplift 1=-163(LC 12), 8=-187(LC 13)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-2607/253, 3-4=-24641361, 4-5=-2171/391, 5-6=-2147/375, 6-7=.24911363,
7-8=-2653/252
BOT CHORD 1-14=-3G6/2230,13-14=-17211973,11-13=-12/1425, 10-11=-49/1831,8-10=-96/2060
WEBS 3-14=-323/231, 4-14=-1 471368 4-13=-750/324, 5-13=-262/1140, 5-11=-251/1119,
6-11 =-744/332, 6-1 0= 171/427,7-10=-338/231
NOTES- (9-11)
1) Wind: ASCE 7-16; VuIt=130ni (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1A0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 pat or 1.00 times flat roof load of 30.0 pat on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b)
1=163.8=187.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfrPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIr-7473 rev. 1WO3/2018 BEFORE USE.
Design valid for use only with MBek® connectors. mh design is based only upon parameters shown, and is loran individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANS17TPll Quality Critedo, PISS 89 and SCSI Building Component
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Stme6 Suite 312, Alexandria. VA 22314.
UI
No.60900285
m e
STATE OF ° IZ
i�yiyyFIS18Ai 1.14
JON
ImIl
February 26,2019
ITek'
818 Soundside Road
Edenton, NG 27932
Job Truss Truss Type Qly Ply 00_MidAtlantic
E12493972
ORDERS EA -11475 COON 1 1
Job Reference (optional) _
NVR, Frederick, MD -21703,
11
8.220 5 Nov 18 2018 Mi l ek industries, Inc. Sun use If
46
4x8 11 e 4.8 II
3x4 II
7`0
Scale = 1:50.5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.07 6-8 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.13 6-8 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 6 BIB The
BCLL 0.0
BCDL 10.0 * Code IBC2018rTP12014 Matrix -S Wmd(LL) 0.05 2-8 >999 240 Weight: 93 lb FT=5%
LUMBER -
TOP CHORD
2x4 SP 2250F 1.9E or 2x4 SPF 2100F 1.8E
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2
WEBS
2x4 SP No.3 or 2x4 SPF Stud
SLIDER
Left 2x6 SP No.2 5-3-5, Right 2x6 SP No.2 5-3-5
REACTIONS. (Ib/size) 2=808/0-3-8,6=808/0-3-8
Max Herz 2=210(LC 11)
Max Uplift 2=-68(LC 12), 6=-68(LC 13)
Max Grav 2=898(LC 19), 6=898(LC 20)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-852/135, 4-6=-852/135
BOT CHORD 2-8=-7/402, 6-8=-7/402
WEBS 4-8=0/339
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf, BCDL=6.0psf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 6.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfrPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
1 t) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
STR� ry/777`i
��GisrEp�j,fi
LL
O°
Na. 60400285 '-
STATE OF =y
'J/ixx// f &10 yAf 10 \\NN'
l
February 26,2019
niA WARNING. Verity design paamefedrand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 rev. 10,0342016 BEFORE USE.
Design valid for use only with Mitek®connectors. This design is based only upon pommeters shown, and Is for an individual building component, not
MR
a Tmas system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
iT'
!V9 aer..
9 R
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The
fabrication, storage, delivery, erection and bracing of trusses and an. systems, seeANSI/rPll Quality Criteria. DSB-B9 and BCSi Building Component
818 Soundside Road
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
0
Trugs
was TYPE-
ty
Pty
00_MPlAtlantic
building des'gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Tek'
is always required forstabilify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
Fabrication, storage, delivery, erection and bracing of trusses and truss rystems, seeANSI/IP11 Quality Criteria, OSB -89 and SCSI Building Component
E8993644
ORDERS
EA -114]6
COMN
1
2
Job Reference if
NVR,
i
3-76 3-8-10
5.10 11
3\\
6%10 11 10x12 = 10x12 = 4x8 II
Scale = 1:50 9
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/den L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.01 9-10 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.15 9-10 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.02 8 Na me
BCLL 0.0Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.00 10 >999 240 Weight: 2171b FT=5%
BCDL 10.0
LUMBER. BRACING -
TOP CHORD 2x4 SP Not or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purling.
5-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 SP No.1 D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x6 SP No.2 2-6-10, Right 2x4 SP or SPF No.3 or Stud 2-6-10
REACTIONS. (ib/size) 2=6802/0-3-8,8=6722/0-3-8
Max Horz2=166(LC 9)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/29, 2-3=-6388/0, 3-4=-6302/0, 4-13=-6089/0, 5-13=-6004/0, 5-14=-6031/0, 6-14=-6102/0, 6-7=-6347/0, 7-8=-6440/0
BOT CHORD 2-10=0/4297,10-11=0/3057,11-12=013057,9-12=0/3067,8-9=0/4233
WEBS 4-10=0/516,5-10=0/4286,5-9=0/4335,6-9=0/590
JOINT STRESS INDEX
2 = 0,83, 2 = 0.88, 3 = 0.00, 4 = 0.10, 5 = 0.90, 6 = 0. 10, 7 = 0.00, 8 = 0.89, 8 = 0.88, 9 = 0.48 and 10=0.47
NOTES- (10-11)
1) 2 -ply truss to be connected together with 1 Off (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 DO.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
t103e6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS
(envelope);
and
dr exposed ; Lumber xPO�\ ``xltlttRlttlSTF?,>)-
4) TCASCE 7-10; PfI30 (Flet roof snow) E pBPartially EPc1 '
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 pelf or 1.00 times Flat roof load of 30.0 Oaf on overhangs .',` �' •°°Q�G F0°•p
un
non -concurrent with other live loads. m a °
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NO. 60406285
8) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Cost = ® ° _
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. °„ STATE OF
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to
a wind speed of 115 mph. i OX, ° %.. Oil
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 7<<7///ONIA`
// t�t1\1x``
LOAD CASE(S) Standard February 26,2019
A WARNING- Vedry Cesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 o,. 1WON2015 BEFORE USE.
■■■
Design valid for use only with Mnek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not
■
a truss system. Beforeuse, the building designer must verify the applicability of design parameters and properly incorporate ]his design into the overall
building des'gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Tek'
is always required forstabilify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
Fabrication, storage, delivery, erection and bracing of trusses and truss rystems, seeANSI/IP11 Quality Criteria, OSB -89 and SCSI Building Component
B18 Soundside Road
Safely Informalionswailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alf VA 22314.
Edenton, NC 27932
0 bu ITS Type fy Py 00_MidAllantic E6993644
ORDERS EA-114]6 COMN 1 2 Job Reference joptionap
NVR,
LOAD CASES) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (Pit)
Vert: 2-8=-837(B=-817), 1-5=-80, 5-8=-80
r.asu sawmmm mn ex mvusmas, ,ay. m S.,14 ».35.342015 P.g.2
DqQS_EhxXc57EmneV1_AijTzE1Q4-j_?T6gDTbvlMpyj2lgcNzdgcWRCTM?dHgByz3SydiA7
A& WARNING -Verif desig spansmeters antl READ NOTES ON THIS AND INCLUDED MT EK REFERENCE PAGEMII-7479 rev.10/0]/2015 BEFORE USE. ■■
Design valid for use only with Woke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent bracing M!Tek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
Iabcatbn, storage, delivery, erec0on and bracing of trusses and firms systems, seeANSUrPiI Quality Criteria, DSB-89 and BCSI Building Component 816 Soundside Road
Safety Informafionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Edenton, NC 27932
jUp
Truss
Truss Type
Ory
Ply 90 Mimithraic
2) TCLL: ASCE 7-10; Pf=30.0 fist (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
Y iL
9YC a RiTek'
3) Provide adequate drainage to prevent water ponding.
E8993645
SPACING- 2-0-0
EA -11478
CONN
1
1
(ORDERS
- -
Plate Grip DOL 1.15
_
Vert(LL) -0.04
Job Reference (optional)
_
NVR,
Rli
14x6
4x8 =
Sepia =1:29.9
3.4 11
3x4 11 4x8 = 4x6 =
F---
63-8 0- - 2
54-14
--- _ 5A-14 --
_
2) TCLL: ASCE 7-10; Pf=30.0 fist (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
Y iL
9YC a RiTek'
3) Provide adequate drainage to prevent water ponding.
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loo) /dell Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.74
Vert(LL) -0.04
5-6 >999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.70
Vert(CT) -0.08
5-6 >999 240
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
TCDL 10.0
Rep Stress Incr NO
WB 0.97
Horz(CT) 0.01
5 n/a We
Uniform Loads (pt)
Vert: 1-4=-80,5-8=-100(F=-80)
BCLL 0.0 *
Code IRC2015/TPI2014
(Matrix)
Wind(LL) 0.02
5-6 >999 240
Weight: 93 lb FT=5%
BCDL--,-- 10.0
February 26,2019
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2
end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 no bracing.
REACTIONS. (Ib/size) 8=413/0-3-8,5=871/{).3-8,7=1772/0-3-8
Max UpliftB=-16(LC 6), 5=-32(LC 6), 7=-63(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=-156/40,1-2=-3/124,2-3=-31124,3-4=-108/8,4-6=-199/37
BOT CHORD 7-8=-9/106,6-7=-48/1291,5-6=-4811291
WEBS 1-7=-239/13,2-7=-523/100,3-7=-1492/54.3-6=0/479,3-5=-1251/43
JOINT STRESS INDEX
1=0.48,2=0.26,3=0.66,4=0.84,5=0.40,6=0.26,7=0.66 and 8=0.63
NOTES- (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 fist (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
Y iL
9YC a RiTek'
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
818 Soundside Road
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
Edenton, NC 27932
ft between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 8, 321b uplift at joint 5
and 63 IS uplift at joint 7.
7) "Semi-rigid pitchbreaks design heels" Member end fixity model was used in the analysis and
t
ed to the facefrontss are noted as
8) In the checkedSfor(ASCEt7GOult'imate� mph (3 0.778 adjust
t 1 0 nd reaction ill wind uplift reaction to a
Wind speed at -second gust),
9) Design
`\�x��xv�
s.v......
o A� 'OISTE`9 °°•
wind speed of 115 mph.
Q' :q,%'F6°.e G
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
Q
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
'` ,
= No. 60900285 •
m
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 15
a a
°• 0
Uniform Loads (pt)
Vert: 1-4=-80,5-8=-100(F=-80)
STATE OF v
�i�®�„ ,•°/�(��A�Pe ,••,�lp�`�
February 26,2019
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED Ifni REFERENCE PAGE 1,111-7473 on,1WOV2015 BEFORE USE.
Design valid for use only with Mlreke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters antl properly Incorporate U6 design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lempomr, and permanent bracing
Y iL
9YC a RiTek'
is always required Ro,usbility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erec9on and bracing of trusses and truss systems, seeANSI/TPll Quality Chard, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Informationavoilable from Truss Plate Institute, 218 W Lee Street, Suite 312, Alexander, VA 22314.
Edenton, NC 27932
o cuss cussType ly y 00_MldAianlic
E8
993646
ORDERS EA -114]9 COMN 1 1
Job Reference (ophonap
NVR,
4x6 =
3x4 II
ID:gQ8_EhxXc57EmneVi,NjTzEiQ4-BAZrJ?E5MDRDR5lE5X7CVrNORrZ?5TeQunXbuydiAG
_ 17-7-0
5 6-14
4x8 =
Scale = 1:30.5
3x4 II
3x4 11 4x8 = '�' " 4x6 =
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in toc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vent -L) -0.05 5-6 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.09 5-6 >999 240
TCDL 10.0 Rep Stress [net NO WB 0.87 Horz(CT) 0.02 5 n/a n/a
BCLL 0.0 Code IRC2015TFP12014 (Matrix) Wind(LL) 0.02 5-6 >999 240 Weight: 95 lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-7
REACTIONS. (Ib/size) 8=406/0-3m8,5=899/0-3-8.7=1811/0-3-8
Max UpliftB=-16(LC 6), 5=-33(LC 6), 7=-65(LC 6)
FORCES. (Ib)- Maximum Compression/Maximum Tension
TOP CHORD 1-8=-151/40.1-2=-4/139,2-3=m4/139p3-4=-116/8,4-5=-205138
BOT CHORD 7-8=-9/104,6-7=-51/1380,5-6=-51/1380
WEBS 1-7=-253/13, 2-7=-529/101, 3-7=-1598/58,3-6=01498P 3-5=-1334/46
JOINT STRESS INDEX
1=0.48,2=0.26,3=0.69,4=0.90,5=0.43,6=0.26,7=0.69 and 8=0.61
NOTES- (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (tat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 8, 33 lb uplift at joint 5
and 65 ib uplift at joint 7.
7) "Semi-rigid
including heels" Member
9) Design checked forr(ASCEsect7101ultimate w wind speeddaed to the t 1 0 of the
mph truss
ndted gust) wind reaction front (F) or xk0.778 will fixity model was used in the analysis and design of this
wind uplift reaction to a x``�y uss.`�`t lsT��j'�
wind speed of 115 mph. J� °(3\TE,e `•.
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed ofQ� Fly° p
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. = NQ. 60406286 =1'
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (p ift "0 STATE OF
Vert: 1-4=-80,5-8=-100(F=-80) 0 ,••/JVn(Ac�a ,• CA(���\
F
February 26,2019
AA WARNING -Verify design Saramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE.
Deslgn valid forme only with MBebeconnecton. This design is based only upon parameters shown, and is bran individual building component, not
a fmss system. Before use, the building designer must verify the applicability of design parameters and properly incoramale this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek-
is always requved for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saaANSI/TPII Quality emend, D$8-89 and BCSI Building Component 816 Soundaide Road
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Jo
Truss
Tmss ype
Qly
y
81_MiaAtlanficciraer-Int
E9243962
ORDERS
EA -11480
COMN
1
1
Job fteterence o tionai
NVR,
3x4 II
1 3xB -
r.E9a a'ep'a Gu aan, ort re-HeS, Inc. I HU idin 2i 13.47,26 2016 Paye,
ID:gQS_EhxXc57EmneV1_AiJTzEiQ4-TNV?RZMBSkzlCebuB_oGsoXl2W1tkH7_sPhoA4zt7b?
Scat. = 120.6
3x4 II
-_-- 3.7.12--- 3-0-0 --�
LOADING (psi) SPACING- 2-0-0CSI. DEFL. in (loc) I/dell Lid
TCLL 30.0 plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.06 6-7 1999 360
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.10 6-7 >999 240
TCDL 10.0 Rep Stress [nor NO WE
0.93 Horz(CT) 0.02 5 Fla n/a
BOLL 0A ' Code IRC2015/TP@014 (Matrix) Wind(LL) 0.03 6 >999 240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 8=90910-3-8,5=909/0-3-8
Max Upfft8=-33(LC 6), 5=-33(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=-748146,1-2=-1508/54.2-3=-1508/54,3-4=-131/9,4-5=-191/35
BOT CHORD 7-8=-5/80,6-7=-66/1821,5-6=-66/1821
WEBS 1-7=-53/1551, 3-7=-342/13, 3-5=-1766/60, 2-7=-249/51, 3-6=0/308
JOINT STRESS INDEX
1=0.55,2=0.07,3=0.71,4=0.83,5=0.53,6=0.13,7=0.76 and 8=0.53
4,06 =
PLATES GRIP
MT20 197/144
Weight: 651b FT=5%
Structural wood sheathing directly applied or 4-6-6 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES. (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 8 and 33 to uplift at joint
5.
7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a
wind speed of 115 mph.
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1 . 15, Plate Increase= 1. 15
Uniform Loads (plf)
Vert: 1-4=-80, 5-8=-75(F=-55)
WARNING.Verify design perametare anal NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II.7473 rev. 10/ON2015 BEFORE USE.
Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a buss system. Before use, the building designer must worry the applicability of design parameters and properly incorporate the design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
imbricationadman, delivery, erection and bracing of trusses and truss systems, srdANSUfPh Quality Criteria, OSB -89 and BCSI Building Component
218 N. Lee
Q° PLG 0%
% ((p':.
No. 60400285
STATE OF rZ'
/111111111111k \"\
February 26,2019
-p.
iTek■k'
818 Soundsiae Road
Edenton, NC 2793
7 6
-_-- 3.7.12--- 3-0-0 --�
LOADING (psi) SPACING- 2-0-0CSI. DEFL. in (loc) I/dell Lid
TCLL 30.0 plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.06 6-7 1999 360
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.10 6-7 >999 240
TCDL 10.0 Rep Stress [nor NO WE
0.93 Horz(CT) 0.02 5 Fla n/a
BOLL 0A ' Code IRC2015/TP@014 (Matrix) Wind(LL) 0.03 6 >999 240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 8=90910-3-8,5=909/0-3-8
Max Upfft8=-33(LC 6), 5=-33(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=-748146,1-2=-1508/54.2-3=-1508/54,3-4=-131/9,4-5=-191/35
BOT CHORD 7-8=-5/80,6-7=-66/1821,5-6=-66/1821
WEBS 1-7=-53/1551, 3-7=-342/13, 3-5=-1766/60, 2-7=-249/51, 3-6=0/308
JOINT STRESS INDEX
1=0.55,2=0.07,3=0.71,4=0.83,5=0.53,6=0.13,7=0.76 and 8=0.53
4,06 =
PLATES GRIP
MT20 197/144
Weight: 651b FT=5%
Structural wood sheathing directly applied or 4-6-6 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES. (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 8 and 33 to uplift at joint
5.
7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a
wind speed of 115 mph.
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1 . 15, Plate Increase= 1. 15
Uniform Loads (plf)
Vert: 1-4=-80, 5-8=-75(F=-55)
WARNING.Verify design perametare anal NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II.7473 rev. 10/ON2015 BEFORE USE.
Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a buss system. Before use, the building designer must worry the applicability of design parameters and properly incorporate the design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
imbricationadman, delivery, erection and bracing of trusses and truss systems, srdANSUfPh Quality Criteria, OSB -89 and BCSI Building Component
218 N. Lee
Q° PLG 0%
% ((p':.
No. 60400285
STATE OF rZ'
/111111111111k \"\
February 26,2019
-p.
iTek■k'
818 Soundsiae Road
Edenton, NC 2793
Job
TLoss
TNSS yp¢
ty
y
01_MidAtlanlbGlyder-Int
E9243963
ORDERS
EA -11481
COMN
1
1
818 Soundside Road
8 N. Lee Street. Suite 312, Alexandd.. VA 22314.
Edenton, NC 27932
Job Reference (optlona0
NVR, r.ow saeP ee <um rvn,en muusn,es, nm. uu -n u Feats,
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-TNv?RZM8SkztCebuB_oGsoXJXW2QkKL_sphuA4zl7b?
3-0-0
1 5x6 =
4xB =
3
Scale = 1:19.9
3x4 It
4
3.4 11 4x6 =
~---_ 3-7-12 3-0-0 4-7-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.37 Ved(LL) -0.07 6-7 >999 360 MT20 197/144
(Roof Snow= -30.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.11 6-7 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.01 5 fila Fiat
BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.03 6-7 >999 240 Weight: 61 Ib FT = 5%
BCDL 10.0 --
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (ib/size) 8=735/0-3-8,5=735/0-3-8
Max Upljfl8=-27(LC 6), 5=-27(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=-601/41,1-2=-1501/54,2-3=-1501/54,3-4=-159/10,4-5=-179/32
BOT CHORD 7-8=-7/116,6-7=-63/1732,5-6=-63/1732
WEBS 1-7=-49/1458, 3-7=-244/9, 3-5=-1625/55, 2-7=-254/52, 3-6=0/195
JOINT STRESS INDEX
1=0.52,2=0.07,3=0.59,4=0.77,5=0.50,6=0.08,7=0.58 and 8=0.58
NOTES- (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 pat (Flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2716 uplift at joint 8 and 27111 uplift at joint
5.
7) "Semi-rigid pitchbreaks
uding heels" Member end fixity model was used in the analysis and design of
are
STRZ�
9) In Design checked LOADCASES)
for A)SCEt17 section,
loads
ew wind ed speed at 1 0 the face of me hu35sec ndtgust), front nd reach ror eaction 0.778 will adjust wind uplift reaction to a �``���``I...... '7jj77j�
wind speed of 115 mph. P P ( gust), P � .\��
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q�%O �FQ°°, ~✓
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
= Z > No. 60400285 _
LOAD CASE(S) Standard =
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 r ® e
Uniform Loads (plf) STATE OF
Vert: 1-4=-80, 5-8=-50(F=-30) % O !
Dil
�z xiF` /ONA` tai
"Iffilit
klo
February 26,2019
,A& WARNING. Verify design Parameters and READ NOTI
Design valid for use only with MPek®connectors. This
a truss system. Before use, the building designer must
Inforrad lonavallable from hull Plate
ON THIS AND INCLUDED MITER REFERENCE PAGE MX7470 rev. VAIN2015 BEFORE USE.
rign is based only upon parameters shown, and is for an individual building component, not
my the applkabilily of design parameters and properly incorporate this design into the overall
a of individual truss web and/or chord members only. Additional temporary and permanent bracing
A&k
CV9 Y4
iTe'
rith possible personal Injury and property damage. For general guidance regarding the
asses and truss systems, seeANSIflPII Quality Criferb, DSB-89 and BCSI Building Component
818 Soundside Road
8 N. Lee Street. Suite 312, Alexandd.. VA 22314.
Edenton, NC 27932
Truss Truss ype ty 'y Og_MIdAtlanlic
E8993649
ORDERS EA -11482 COMN 1 1
Job Reference (optional)
NVR, 7,630 s Jo128 2015 Mi rek Industnes, Inc. Mon Sep 14 14:36:37 2015 Page 1
ID:qQ8_EhxXc57EmneV1_AijTzE1Q4-8ZhbkhGLughxgPScyg4aGSDkfMRZSOjM9BdgnydiA4
45-8 8-11-0
4-5-8 4-5E
Scale= 1:17.1
3x4 11 4x4 =
4x4 = 2
3
45.8 _ - _ 4.5E
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 5 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.05 5-6 >999 240
TCDL 10.0 Rep Stress [nor NO WB 0.50 Hom(CT) -0.00 4 Na n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 501b FT=5%
BC_DL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 6=777/0-3-8, 4=777/0-3-8
Max Uplift6=-28(LC 6), 4=-28(LC 6)
FORCES. (ib)- Maximum Compression/Maximum Tension
TOP CHORD 1-6=-586/42, 1-2=-1068/39, 2-3=-1068/39, 3-4=-586/42
BOT CHORD 5-6=-0/0, 4-5=-0/O
WEBS 1-5=42/1159, 2-5=-416/84, 3-5=-42/1159
JOINT STRESS INDEX
1=0.71,2=0.12,3=0.71,4=0.12,5=0.77 and 6=0.12
NOTES- (9-10)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.0psf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
5) * This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 6 and 281b uplift at joint
4.
7) "Semi-rigid r end fixity model
ed in
he analysis and
8) In the LOAD OASE(S) chbrealkssectoung heels" loads applied totheace of he trrussaaresnotedtas front (F) or back(B, of this truss. Oxxxtt f 1STF?,>k
9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a �.
y��
wind speed 115 mph.
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of ,�. Q` •`Q,� �a'e � J�,
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Q :No 60900285
LOAD CASE(S) Standard f
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads
' STATE OF r Q'
Vert: 1-3=-3=-
B0, 4-6=-100(1`=-80)0
-,pw°•.,!�voiac�P;•°'�ykkZr`
(aNAe`� O``tom
February 26,2019
r& WARNING. Verify design parameters Bad READ NOTES ON THISAND INCLUDED MhBK REFERENCE PAGEMII.7473 rev,1070372015 BEFORE USE.
Design valid for use only with Mflek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tem porary and permanent bracing
IS N�Y�A.
9V' F IS
is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the
fabrication, storage, delivery, erection antl bracing of trusses and truss systems, sabANSI/TPII Quality Crier , DSB-89 and BCSI Building Com poneni
018 Soundaide Road
Safety Iaformatlonavaitable from Tines Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, No 27932
NVR, 7,10 s Jul m mm mi ex industries, ins. men Sup 14 ,4.35.39 2013 re99 1
ID:gQS_EhxXc57EmneV1 _AiITzEI Q4AxpM9NHbQSxfvjc?5NCYfhXSpSw11110pTgkkfydiA2
i i-� 5-5-8 11G6 F 17-5-8 234-10 29-5-8 34-11-0 3 -0
4tl 1-d 5-5-B 6-0-i4 5 -ii -2 5-11-2 6-0-t4 55-8 11
Scale =1:61.8
4.6 =
3x4 = 3x4 11 3x6 = 3x4 =
4x6
3 15 4 5 6 7 16 8 =
44 =
8x8 =
44 =
0 [by
LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.29 12 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.42 11-12 >988 240
TCDL 10.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.10 9 n/a n/a
BCLL 0.0" Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.09 12 1999 240 Weight: 3641b FT=5%
BCDL 10.0_ -—
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/size) 2=2350/0-3-8,9=2350/0-3-8 -
Max Horz2=87(LC 9)
Max Upiift2=-93(LC 7), 9=-93(LC 6)
Max Grav2=2792(LC 28), 9=2792(LC 28)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/65, 2-14=-4430/114, 3-14=-4294/141, 3-15=-3645/148, 4-15=-3645/148, 4-5=-7144/238, 5-6=-7144/238,
6-7=-7144/238, 7-16=-3645/148, 8-16=-3646/148, a-17=-4294/141,9-17=-4430/115,9-10=0/65
BOT CHORD 2-18=-12413571,18-19=-124/3571, 13-19=-124/3571, 12-13=-282/6215,11-12=-243/6215,11-20=-4713571,
20-21=-47/3571, 9-21=-47/3571
WEBS 3 -13=0/1928,8 -11=0/1928,5 -12= -887/129,4-13=-3046/245,4-12=0/1101,7-12=0/1101,7-11=-3046/245
JOINT STRESS INDEX
2=0.52,3=0.71,4=0.76,5=0.26, 6=0.62,7=0.76,8=0.71,9=0.52,11=0.73,12=0.60 and 13=0.73
NOTES- (13-14)
1) 2 -ply truss to be connected together with IOd (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered
ly
lied to all plies, except if noted as front (F) or back
face in the
ly to ply
3) Wind: ASCE Connections 7-10 been provided
(3Psecond g sdistribute t) V sd noted
TCDL=6.Opsf BCDLB), unless ee Opsise f, h=33ft Ca. 11 Exp B; enclolsed PMWFRS `\`C1 tPttl r �y�Yj//////
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 q`6%
m5)
5) Unbalanced snow loads have been considered for this design. m
6) This truss has been designed for greater of min roof live load of 16.0 par or 1.00 times flat roof load of 30.0 psf on overhangs NO. 60400285 1
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding. = v
8) This truss has been designed for a 10.0 psf bottom chord live load noreconcurrent with any other live loads. -0 STATE OF p
9) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will % 'y0 y t �,�
ft between the bottom chord and any other members. �` °°°ND'pt,:p°` ° �'�
on
rs) of
s to bearing
capable
anding 93 111
ift at joint 2
110) 9. "Semi-rigid Id mechanical [chbreaks including n (bheelse Memberend fixity model was used io the anal sis and design of this truss. 931b uplift at joint /////�&&/ONA, t��y�`x�J
9 P 9 Y 9
February 26,2019
WARNING -Venn nasi erparemefers anal READ NOTES ON THIS AND INCLUDED Mr EK REFERENCE PAGE 111IIJ472 mv.10/032015 BEFORE USE.
TM55
Face Type --=Qty
a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorparale this design into the overall
00_MidAllanlic E8993650
Fob,.--
EA -11485
HIPG
1
n
G
Job Reference optionap
NVR, 7,10 s Jul m mm mi ex industries, ins. men Sup 14 ,4.35.39 2013 re99 1
ID:gQS_EhxXc57EmneV1 _AiITzEI Q4AxpM9NHbQSxfvjc?5NCYfhXSpSw11110pTgkkfydiA2
i i-� 5-5-8 11G6 F 17-5-8 234-10 29-5-8 34-11-0 3 -0
4tl 1-d 5-5-B 6-0-i4 5 -ii -2 5-11-2 6-0-t4 55-8 11
Scale =1:61.8
4.6 =
3x4 = 3x4 11 3x6 = 3x4 =
4x6
3 15 4 5 6 7 16 8 =
44 =
8x8 =
44 =
0 [by
LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.29 12 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.42 11-12 >988 240
TCDL 10.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.10 9 n/a n/a
BCLL 0.0" Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.09 12 1999 240 Weight: 3641b FT=5%
BCDL 10.0_ -—
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/size) 2=2350/0-3-8,9=2350/0-3-8 -
Max Horz2=87(LC 9)
Max Upiift2=-93(LC 7), 9=-93(LC 6)
Max Grav2=2792(LC 28), 9=2792(LC 28)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/65, 2-14=-4430/114, 3-14=-4294/141, 3-15=-3645/148, 4-15=-3645/148, 4-5=-7144/238, 5-6=-7144/238,
6-7=-7144/238, 7-16=-3645/148, 8-16=-3646/148, a-17=-4294/141,9-17=-4430/115,9-10=0/65
BOT CHORD 2-18=-12413571,18-19=-124/3571, 13-19=-124/3571, 12-13=-282/6215,11-12=-243/6215,11-20=-4713571,
20-21=-47/3571, 9-21=-47/3571
WEBS 3 -13=0/1928,8 -11=0/1928,5 -12= -887/129,4-13=-3046/245,4-12=0/1101,7-12=0/1101,7-11=-3046/245
JOINT STRESS INDEX
2=0.52,3=0.71,4=0.76,5=0.26, 6=0.62,7=0.76,8=0.71,9=0.52,11=0.73,12=0.60 and 13=0.73
NOTES- (13-14)
1) 2 -ply truss to be connected together with IOd (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered
ly
lied to all plies, except if noted as front (F) or back
face in the
ly to ply
3) Wind: ASCE Connections 7-10 been provided
(3Psecond g sdistribute t) V sd noted
TCDL=6.Opsf BCDLB), unless ee Opsise f, h=33ft Ca. 11 Exp B; enclolsed PMWFRS `\`C1 tPttl r �y�Yj//////
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 q`6%
m5)
5) Unbalanced snow loads have been considered for this design. m
6) This truss has been designed for greater of min roof live load of 16.0 par or 1.00 times flat roof load of 30.0 psf on overhangs NO. 60400285 1
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding. = v
8) This truss has been designed for a 10.0 psf bottom chord live load noreconcurrent with any other live loads. -0 STATE OF p
9) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will % 'y0 y t �,�
ft between the bottom chord and any other members. �` °°°ND'pt,:p°` ° �'�
on
rs) of
s to bearing
capable
anding 93 111
ift at joint 2
110) 9. "Semi-rigid Id mechanical [chbreaks including n (bheelse Memberend fixity model was used io the anal sis and design of this truss. 931b uplift at joint /////�&&/ONA, t��y�`x�J
9 P 9 Y 9
February 26,2019
WARNING -Venn nasi erparemefers anal READ NOTES ON THIS AND INCLUDED Mr EK REFERENCE PAGE 111IIJ472 mv.10/032015 BEFORE USE.
Design valid for use only with Mgek®connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorparale this design into the overall
building design. Bracing indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
9V6& A!eyl.
1 IC
is always required for stability and to prevent canape with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and Boll Building Component
818 aoundside Road
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job TNsS TNSs Type Qty Ply o0_MidAllontic E8993660
ORDERS EA -11485 HIPS 1 eP
L Job Reference 0 banal)_
NVR,
p ,r ,y.eo.ae eu m ruyv e
IN:gQS_EhxXc57EmneV1 _AijTZE1 Q4AxpM9NHbQSxfvjc?SNCYfhXSpSw1111 DpTgkkfydiA2
NOTES- (13-14)
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 Ib down and 22 Ib up at 33-6-4, and 162 Ib down and 22 Ib up at
14-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others.
13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust
wind uplift reaction to a wind speed of 90 mph.
LOAD CASES) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-14=-80, 3-14=-101(F=-21), 3-8=A01(F=-21), 8-17=-10l(F=-21),10-17=-80, 2-19=-20, 19-20=-25(F=-5), 9-20=-20
Concentrated Loads (lb)
Vert: 18=-141(F) 21=-141(F)
WARNING -Verily design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 has 10/0]/2015 BEFORE USE.
Design valid for use any with Mires® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not
Wit
a truss system. Before use, the building designer most verify the applicability of design parameters and properly incorporate the design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
9Yi 9 R
MOW
m always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sddANSI/rPll Quality Cdteda, DSB-89 and BCSI Building Component
818 Soundeide Road
Safety Informallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Erupt., NC 27932
Job
TTlnss
Truss Type
Qt=Job
WEBS 4-14=-34/1261, 8-12=-35/1261,6-13=-596/118, 3-14=-440/177, 5-14=-1392/235,
c
5-13=-51/497, 7-13=-51/497,7-12=-1392/235, 9-12=-440/177
-
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
E12493973
ORDERS
IEA -11486
HIPS
1
3) Unbalanced snow loads have been considered for this design.
tiPlt l
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs//�
live loads.
vt
sTP�� 7j77i
non -concurrent with other
5) Provide adequate drainage to prevent water ponding.
\
,�.` ��iA •,°°\STE • f' �i�
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
' for live load 20.Opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
(optional) -- -
NVR, Frederick, MD -21703,
4x6 =
8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9
4x4 = 5x6 = 4x4 =
5 15 6 16 7
Scale = 160.2
5x6 = 14 '- 13 '- _ 12 5x6 =
48 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deFl ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.28 13-14 >999 360 MT20 197/144
(Roof Snow -30.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.46 13-14 >906 240
TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.14 10 Pie n/a
BCLL 0.0 ' Code IBC2018/TP12014 Matrix -S Wind(LL) 0.09 13 >999 240 Weight: 194 lb FT=5%
BCDL 10.0 -----
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-14.7-12
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=1818/0-3-8,10=1818/0-3-8
Max Horz 2=-155(LC 10)
Max Uplift 2=-113(LC 12), 10=-113(LC 13)
Max Grav 2=1983(LC 32), 10=1983(LC 32)
FORCES. (lb) - Max. Comp./Max. Ten. -ATI forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3068/214, 3-4=-2997/218, 4-5=-2494/202, 5-6=-3676/265, 6-7=-3676/265,
7-8=-2494/202, 13-9=-2997/219,9-10=-3068/214
BOT CHORD 2-14=-266/2441, 13-14=-300/3364, 12-13=-244/3364, 10-12=-120/2441
WEBS 4-14=-34/1261, 8-12=-35/1261,6-13=-596/118, 3-14=-440/177, 5-14=-1392/235,
5-13=-51/497, 7-13=-51/497,7-12=-1392/235, 9-12=-440/177
-
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TC ILL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is= 1.0; Rough Cat B; Partially Exp.; Cam 1.0; Cs= 1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
tiPlt l
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs//�
live loads.
vt
sTP�� 7j77i
non -concurrent with other
5) Provide adequate drainage to prevent water ponding.
\
,�.` ��iA •,°°\STE • f' �i�
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
' for live load 20.Opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
`� Q• O°'•° ($i
v
7) This truss has been designed a of on
= 10.Opsf.=
�- e°'
c � r
will Flt between the bottom chord and any other members, with BCDL
: NO. 6090028fi
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
2=113,10=113.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVrPI 1.
0.78 will adjust wind uplift reaction
% '0 •°e 576,7E OF o° cc`
i •,
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x
.g 4f,
to a wind speed of 115 mph.
�
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
��� (.°S , ° \ \`'S100
reactionuplift n to a nd speed of 90 h.
just ldin wood
can
77)7/q
�t`dvvx�
12) Metal hangers, hangers, of seat size, be used place of bearling, of any seat size, provided the hanger has been sized for the
/�Na k
required maximum reaction.
February 26,2019
AWARNING- Veri/ydesigh parameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE 111II-7473 my.10OMO15 BEFORE USE. ■■
Design valid for use only with MgekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ■
a Truss system. Set..use, the building designer m not verity the applicability of design parameters and properly Incorporate this design into the overall `
building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing M!!Tek'
Is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crane, DSBb9 and BCSI Building Component B18 Soundside Road
Safety Informattonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 3i2, Alexandra. VA 22314. Edenton, NO 27932
Job JTruss Truss Type L,=Job
tlAtiantic
_ E12493974
ORDERS EA -11487 HIPS
ference (optiona0
NVR, Frederick, MD 1111 a."0s,be Iom�o imu ennmusnms,nc. our D., G 13.34.», cvto r<e=
PID:3tzdCRoEOtwSPMaHAwjrPuzEOal-bTLaaciy8NC3JkHOchH31Nr7T3jQdcDMr4VmNyA$bnC
b-11- 5-6-5 i 156-0 -{ 16-3-3 26-3-31 25-6-01 35-8'5 3fl 114
5x6 =
14
3.4 It
15
5x6 =
Scale= 1 59.9
5X6 = 12 11 In 5x6 -
3x4 = 6x8 = 3.4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.34 2-12 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.71 2-12 >587 240
TCDL 10.0 Rep Stress Incr YES We 0.64 Horz(CT) 0.11 8 fila FIB
BCLL 0.0 Code IBC2018/TP12014 Matrix -S Wind(LL) 0.06 2-12 >999 240 Weight: 196111 FT 5%
_ BCDL 10.0-
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2D "Except" TOP CHORD Structural wood sheathing directly applied.
4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF NO.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/Size) 2=181810_3-8,8=1818/0-3-8
Max Horz 2=206(LC 11)
Max Uplift 2=-144(LC 12), 8=-144(LC 13)
Max Gray 2=2273(LC 33), 8=2273(LC 33)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3089/213, 3-4=-2457/168, 4-5=-2377/162, 5-6=-2377/162, 6-7=-2457/168,
7-8=-3089/213
BOT CHORD 2-12=-21012400,11-12=-129/1938, 10-11=-17/1938,8-10=-7012400
WEBS 4-12=-18/659, 6-10=-18/660, 5-11=-1008/204, 3-12=-695/244, 4-11=-192/693,
6-11=-193/693, 7-10=-695/244
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TC LL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); IS= 1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = I0.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joints) except (jt --lb)
2=144.8=144.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIRPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjustwind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction IF 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
STR,>k
NO.60900285
is
1.
STATE OF
IA
C�
February 26,2019
,& WARNING. Venly design parzmefereantl READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1%03/1015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon pommeled, shown, and is for an Indlvidnat building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW A'4 i..'
!! 9944
s always required for stability and to prevent collapse with possible penanal inWry and property damage. For general guidance regarding the
fabrication, slorage, delivery, erection and bracing of trusses and truss systems, seeANSItt Quality paten , DSB-89 and BCSI Building Component
818 Goundaide Road
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alessandra, VA 22314.
Edenton, NC 27932
Job Truss Truss Type Qty Ply 00 MidAtianlic
E12493975
ORDERS EA -1 7488 HIPS 1 1 —
Job Reference (Optional)
NVR, Frederick, MD - 21703,
4-8-D
8.220 a Nov 16 2018 MITek
5x6 =
18
Inc. Sun Dec 919:34:432018
E1511.1.1
Scale =161.0
3x4 = 4x4 = sue = 3x8 =
3x4 =
]-0-0 14-0-9 20-10-7 27-11-0 34-11-0
—__ 7.0-0 _� 7-0-9 ._ 6 ]-0-g -_
Plate Offsets (X Y) -Ed
ge 0-2-9) 11:0-5-14 0-1-9]_[1:0-1-3 0-0-13] [4:0-3-B 0-1-14] 15:0-3-0 0-2-3] [8:0-1-3 0-0-13] [8:0-5-14
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing
LOADING lost)
TCLL 30.0
SPACING- 2-0-0
plate Grip DOL 1.15
CSI.
TC 0.85
DEFL. in (Joe) I/deft Lid
Vert(LL) -0.19 13-14 >999 360
PLATES GRIP
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.84
Vert(CT) -0.29 13-14 >999 240
Left: 2x4 SP or SPF NO.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
BCDL 10.0
Rep Stress Incr YES
WB 0.37
Horz(CT) 0.12 8 Tula rule
BC0.0
Code IBC2018/TPI2014
Matrix -S
Wind(LL) 0.06 13 >999 240
Weight: 220 ib FT=5%
BCDL 10.0
TOP CHORD 1-2=-3628/231, 2-3=-3339/268, 3-4=-2512/238, 4-5=-1919/240, 5-6=-2512/237,
6-7=-3328/264, 7-8=-3640/228
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing
directly applied or 2-2-0 oc purlins.
4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2D WEBS 1 Raw at midpt
3-13, 4-11, 6-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
818 aoundslde Rued
Left: 2x4 SP or SPF NO.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Edenton, NC 27932
REACTIONS. (Ib/size) 1=1730/0-3-8, 8=1819/0-3-8
Max Hoa 1=-252(LC 10)
Max Uplift 1=-144(LC 12), 8=-168(LC 13)
Max Gray 1=2329(LC 33), 8=2418(LC 33)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3628/231, 2-3=-3339/268, 3-4=-2512/238, 4-5=-1919/240, 5-6=-2512/237,
6-7=-3328/264, 7-8=-3640/228
BOT CHORD 1-14=-271/2858,13-14=-14512431,11-13=-36/1918, 10-11=-4/2428,8-10=-92/2844
WEBS 4-13=-102/948, 5-11=-50/859, 2-14=419/182, 3-14=-70/558, 3-13=-880/225,
4-11=-257/253, 6-11=-874/224, 6-10=-67/550, 7-10=-409/177
NOTES. (11-13)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lung DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.103)
1iFttki I! tit///
Unbalanced snow loads
I veelo ddesign.
designed fConsideredeen
great 16.0 or 1.00 times Flat roof load of 30.0 psf on overhangs
STR,>k
4) This truss hash or rof min roof psf
non -concurrent with other live loads.
x`�x
°OIST�',1``•° �`�
5) Provide adequate drainage to prevent water ponding.
,� L� �..i
FO
6) The Fabrication Tolerance at joint 1 = I%
J 8 Q� °` r
7) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads.
= i NO. 60900285 >e
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill
ft between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
-0 °a STATE OF p` I
1=144,8=168.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
" 0�°°°,°/(yQEA��*.e'
1.
Ca
'�xx7i'SSFONA'
tO:
February 26,2019
WARNING- vAdndeslgn pa..t...dd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM67475 rev. 10A132015 BEFORE USE.
Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vent, the applicability of design parameters and properly incomorale IN, design into the overall
building design. Buddha Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanenl bracing
0. &�'P�1.if`
9
is always uequbed for stability and to prevent collapse withwith9Y9 possible personal Injury and property damage. For general guidance regarding the
fabncaion, storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPII Quality Criteria, DSB-89 and eCSI Building Component
818 aoundslde Rued
Safety Informationova liable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss�TrussType
ly00_MidAtiaORDERS
EA-11488HIPS
1
1
Job Reference
NVR, Frederick, MD -21703, a.ezusmov Tozulamuesmausmes,elu. aunuou o iaar.w eam rage
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-XsTL41kCg_SnZi RD61 ki9jTCCGINubMVg9ZcrGyAbnA
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERENCE PAGE 11111-7473 .1 V1103/2015 BEFORE USE. ■■■
Design valid for use only with MlTek®connectors. This design is based only upon parametersshown,and is for an Individual building component, net ■
a Imss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual Wss web and/or chord members only. Additional temporary and permanent bracing 9ME & K'Tek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 16
fabrication, storage, delivery, eredlon and bracing of trusses and truss systems, SeeANSI/IPII Quality Enter , DSB-89 and BCSI Building Component 818 Sourdlade Road
Safety Informallonavaifabfe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Edenton, NC 27932
Job Truss Truss Type Qty Ply 00_MidAllantic
E12493976
ORDERS EA -11489 SPEC 1 1
Job Reference (optional) __
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:34:44 2018 Page 1
ID:3tzdCRoEOtwSFMaHAwjrPuzE0al-?2OjCelgRlaeAB?QgkF_hx?Ptg5ld2af2pl9NiyAbn9
-Q-1 1 4 4-11-7 9-8-7 14-5-8 16-7-12 18-5-8 25-11-4 29-3-12 34-11-0 3$-i Oro
1IA 4-11-7 4-9-1 4-9-�2-2-0 11-9-121 7-5-12--- 3A-8 ----- 5-7-40-11-0
3x4 -
5x7 = 4x6 i 7
.e
Scale =172.3
3x4 - 4x4 — 3x6 — 3x8 — 3x4 —
LOADING (pad) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.18 16-17 >999 360 MT20 197/144
(Roof SnotLumber DOL 1.15 BC 0.86 Vert(CT) -0.28 16-17 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.37 Hotz(CT) 0.11 11 n/a n/a
BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.07 16 >9g9 240 Weight: 2241b FT=S%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-16, 9-14, 5-14
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=18113/0-3-8,11=1818/0-3-8
Max Horz 2=295(LC 11)
Max Uplift 2=-199(LC 12), 11=-182(LC 13)
Max Gras 2=2223(LC 35), 11=1818(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3314/281, 3-4=-2988/311, 4-5=-2165/291, 5-6=-1504/289, 6-8=-1421/307,
8-9=-1916/274,9-10=-2432/293,10-11=-2644/241
BOT CHORD 2-17=-333/2585, 16-17=-212/2160,14-16=-8011645,13-14=-64/1864,11-13=-90/2051
Iff
WEBS 3-17=-427/176, 4-17=-57/552, 4-16=-914/225, 5-16=-108/946,9-14=-583/210,
9-13=-68/442, 8-14=-50/683, 5-14=-382/321
kN9 W A'2e1.
5 B�.
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vati 03mph; TC DL=6.Bpsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
818 Soundelde Road
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
Edenton, NC 27932
2) TC LL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); 15=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 par or 1.00 times flat roof load of 30.0 psf on overhangs
live loads.
nOlrl/Y p
`; � x
non -concurrent with other
5) Provide adequate drainage to prevent water ponding.
/
��C1 ,.°•FSjE,°° 'ice
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
"This the bottom in areas where a rectangle 3-6-0 tall by 2-0-0 wide
`�`
�,. e: <" RF°• �y ".
eg^ Q 6e°•e {j)
7) truss has been designed for a live load of 20.Opsf on chord all
= 10.0psf.
8
°g
will fit between the bottom chord and any other members, with BCDL
= S NO. 60900285
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except at -lb)
2=199,11=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
°
G °,• STATE OF v
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
>`°�a-
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
February 26,2019
WARNING. Vertry design paremeMra entl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1WOV2015 BEFORE USE.
Design valid for use only with Meek®connectors. This design is based only upon parameters shown, and Is for an individual building componen6 not
Iff
a truss system. Be[., use, the building designer must vent, the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
kN9 W A'2e1.
5 B�.
I, always requiredforstabilily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and lumping of trusses and truss systems, seeANSi/TPi1 Quality Criteria, DSB-89 and SCSI Building Component
818 Soundelde Road
Safety Informatlonowulable from Truss Plate Institute, 218 N. Lee Sheol, Suite 312, Atexandda. VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Off,
Ply
00 MidAtlantic
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
`��
e:
Q' b'°°° Us
non -concurrent with other live loads.
cam' t NO. 66900285
5) Provide adequate drainage to prevent water ponding.
E12493977
ORDERS
EA -11490
SPEC
t
1
% � a
<!r
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b)
0°° / P
:� a�°• :CSIAPI
2=200,10=183.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSf TPI 1.
,.
i� r)r
�xx77jsS/OFdA1tt
Job Refefence (optional)
NVR, Frederick, MD -21703,
5.7 II
B.LLU S NOV Ib LUT d Ml l eK
20
Inc. bun Vec `J Iu:j4:4b zU l0
5-7-7
Scale = 1:70.0
5x6 15 14 `1 13 5x6 =
3x4 = 50 = 3x4 = 4x8 = 6xB =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.23 12-13 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.37 12-13 1999 240
TCDL 10.0 Rep Stress incr YES WB 0.52 Horz(CT) 0.11 10 n/a Fila
BCLL 0.0 Code IBC2018fTP12014 Matrix -S Wind(LL) 0.08 14 >999 240 Weight: 241 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 6-13,8-13
2-15: 2x4 SP NU2D
WEBS 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/Size) 2=1818/0-3-8, 10=181810-3-8
Max Hoa 2=293(LC 11)
Max Uplift 2=-200(LC 12), 10=183(LC 13)
Max Grav 2=2367(LC 35), 10=1830(LC 39)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3371/279, 3-4=-3059/304, 4-5=-2440/294, 5-6=-1956/275, 6-7=-1816/287,
7-8=-1779/295,8-9=-24021285, 9-10=-2658/253
BOT CHORD 2-16=-34312588, 15-16=-252/2299, 14-15=-148/1886, 13-14=-142/1962, 12-13=-56/1763,
10-12=-102/2067
WEBS 3-16=-282/135, 4-16=-39/378, 4-15=-717/180, 5-15=-951675, 6-13=-1174/262,
7-13=-203/1428, 8-13=-750/255,8-12=-68/532, 9-12=-2991206, 6-14=-445/110,
5-14=-87/495
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
tgtltl�Olf Itff7
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for Lumber DOL=1.60 DOL=1.60
`vttt /7x7
` P.. �,>k `
reactions shown; plate grip
2) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
\�x
��� °,.°`ST� .. t'4p �iJ
'r
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
`��
e:
Q' b'°°° Us
non -concurrent with other live loads.
cam' t NO. 66900285
5) Provide adequate drainage to prevent water ponding.
_=
a _
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
_
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
°°°° STATE OF e
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
% � a
<!r
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b)
0°° / P
:� a�°• :CSIAPI
2=200,10=183.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSf TPI 1.
,.
i� r)r
�xx77jsS/OFdA1tt
xt```x`
February 26,2019
AWARNING -Verify design peremeteas and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INT7479 re11WO312015 BEFORE USE.
Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall IS
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing t1 ek'
5 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
Fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPII Quality Critetla, DSB-89 and BCSI Building Component 618 Saundside Road
Safety Informall..... liable from Truss Plot. Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Edenton, NC 27932
Job
Truss Type
Ply
00_MidAtlantic
rlwWs mquked for stabtlits and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
cation, storage, delivery, erection and bracing of tmeses and truss systems, seeANSI/TPII Quality Criteria, DSeb9 and SCSI Building Com parent
do Soundsitle Road
fety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Edenton, NC 27932
E12493977
:Truss
ORDERS
EA -11490
:Qty
SPEC
1
1
Jab Reference (optional
NVR, Frederick, MD - 21703, o.Acu s nov ro eo�o nn,=n u,aaeo,�e, ;iv. w„ I =s=
ID:3i2dCROEOIW SFMaHAWjrPuzEOa1-xRBTdJm4zvgLQ V9on9HSmM4k3Umw5vkyW 6nGRbyAbn7
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED At REFERENCE PAGE 11111-7473ons 1WOV2015 BEFORE USE.
sign valid for use only with Mitek®connectors. This design is based only upon parameters shown, and is lar an Individuat building component, not
mss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate the design into the overall
ilding design. Bracing Indicated is to prevent buckling of individual truss web and/orchouf members only. Additional temporary and permanent bracing
MiTek'
rlwWs mquked for stabtlits and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
cation, storage, delivery, erection and bracing of tmeses and truss systems, seeANSI/TPII Quality Criteria, DSeb9 and SCSI Building Com parent
do Soundsitle Road
fety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Edenton, NC 27932
Job
■■■
s Type
Qty]Ply
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
00MidAtlanlicE12493978
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
6tlY a IB'°Per.
9 Pi
is always required forstabitity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saAANSI/IPII Quality Criteria, DSB-89 and 8CSI Building Component
818 Soundside Road
ORDERS
JEA-71492
C
;----
1
1
Job Reference (optional)-
NVR, Frederick, MD- 21703, 8.220 s Nov 16 201 It MI I eft Industries, Inc. sun Dec U IU:J4:46 GUIU page l
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOa1-ugGE2?oLV W43foJBvaJwsnA1THSYZnlEzQGNWUyAbn5
4-2-5 8-2_5 14-3-4 _ 20-4-2 23-2-1 _ 28-11-5
- F— 11-0 2$-{
4-2-5 40—
0 6-0156-0-15 29-15 5-9-4 -1
8x8
Scale = 161.4
=
5x7 = 3,66 = 3x8 = 6x8 = 3x4 II
017
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/tlefl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.24 13-14 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.40 13-14 1999 240
TCDL 10.0 Rep Stress Incr YES WB 0.65 Horz(CT) OAS 9 n/a n/a
BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.1313-14 >999 240 Weight: 211 Ib FT=5%
BCDL 10.0 -- _
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
3-5: 2x4 SP No.1, 7-10: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 9-5-14 on bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 4-13,5-12
WEBS 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8,9=1819/0-3-8
Max Hol 1=-233(LC 8)
Max Uplift 1=-223(LC 12), 9=-149(LC 13)
Max Grav 1=1825(LC 35), 9=1896(LC 39)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2730/381, 2-3=-2654/357, 3-4=-3083/403, 4-5=-2954/351, 5-6=-315/65,
6-7=-330/65, 7-8=-2288/308, 8-9=-2818/243
BOT CHORD 1-15=-372/2172, 14-15=-241/2174, 13-14=-308/3083, 12-13=-257/2897, 11-12=-129/2201,
9-11=-129/2201
WEBS 2-15=-453/163, 3-15=-4/432, 3-14=-158/1242, 4-14=-729/179, 4-13=-208/343,
5-7=-2303/273, 5-12=-2663/372,7-12=-316/2637, 8-12=-663/204, 8-11=0/262
NOTES- (10-12)
1) Wind: ASCE 7-16; al 30mph (3 -second gust) Vasd=103mph; TC DL=6.Opst BCDL=6.Opsf; h=33ft; Cat 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) 0-1-12 to 35-10-4 zone; cantilever left and right exposed ;C -C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 yt`ttlil Int tttff ,
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 il
`t111 //ff7
3) Unbalanced snow loads have been considered for this design. \`�� (3.0 RZ),-
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs °�
` 1� l5TE .
non -concurrent with other live loads. � °°f�� �F•
5) Provide adequate drainage to prevent water ponding. (P
6) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. = 8 NO. 60900285
7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _
will fit between the bottom chord and any other members. °
e Provide mechanical connection b others of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 't -Ib ® ° e `
(Y ) P 9 P 1 PU-) �^ STATE OF
1=223,9=149,
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O� °° �!/yp(AeyPo y(U
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction �i °°°°°.. •° �� `\�
to a wind speed of 115 mph.
IIL�
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of p///,'[III IA[ittttivvx`
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the February 26,2019
WARNING -Vedry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1WOV2015 BEFORE USE.
■■■
Design valid for use only with Mifek®connectors. This design k based only upon parameters shown, and is for an individual building component, not
■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
6tlY a IB'°Per.
9 Pi
is always required forstabitity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saAANSI/IPII Quality Criteria, DSB-89 and 8CSI Building Component
818 Soundside Road
Safety Informatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NC 27932
Jab
ilkxllll If ff(p/J7
Truss Type
Oty
Ply
00_MidAtlantic
E12493979
]TWsjS
ORDERS
SPEC
1
1
= NO. 60900285
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Is a e e
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
BCDL = 10.Opsf.
Jab Reference (optional)
NVR, Frederick, MD -21703,
6.226 ] Nov
6x8 =
111SfG]
Scale =1:61.4
4x6 = 6x6 = 3x6 = 8x8 = 5x7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert( CIL) -0.35 14-15 >999 360 MT20 197/144
(Roof Snow= -30.0) Lumber DOL 1.15 BC 0.85 Vert(C7) -0.57 14-15 >728 240
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.14 10 Na War
BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.19 14 >999 240 Weight: 2041b FT=5%
BCDL 10.0 --
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
2-5,6-8: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing.
BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 5-13
10-12: 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8, 10=1819/0-3-B
Max Horz 1=-233(LC 8)
Max Uplift 1=-223(LC 12), 10=-149(LC 13)
Max Grav 1=1846(LC 34), 10=1919(LC 39)
FORCES. (Ib) -Max, Comp./Max. Ten. -All fomes 250 (Ib) or less except when shown.
TOP CHORD 1-2=-2971/338, 2-3=-2429/335, 3-4=-4117/469, 4-5=-4618/509, 5-14=-485/103,
5-6=-434/88, 6-7=-528/102, 7-8=-3065/461, 8-9=-2542/303, 9-10=-2796/266
BOT CHORD 1-16=-317/2375, 15-16=-448/3798, 14-15=-497/4373, 13-14=-492/4525, 12-13=-95/1739,
10-12=-148/2214
WEBS 2 -16= -51/1327,3A6= -1823/I71, 3-15=-111782,4-15=-643198,4-14=-71/851,
5-7=-2932/307, 5-13=-3451/421, 7-13=-69/624, 8-13=-383/2374, 8-12=-105/636,
9-12=-521/245
NOTES. (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;\
ilkxllll If ff(p/J7
MWFRS (envelope) gable end zone and C -C Exterior(2) 0-1-12 to 35-10-4 zone; cantilever left and right exposed ;C -C for members
Lumber DOL=1.60 DOL=1.60
0 !/!
!
�.. S 'Fi !p�
and forces & MWFRS for reactions shown; plate grip
Ce=1.0; Cs=1.00; Ct=1.10
Jx4
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.;
' (jlST�',etcC'�°°•�dy ��
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
4Z,
v e Q° d°% T
non -concurrent with other live loads.
= NO. 60900285
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Is a e e
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
BCDL = 10.Opsf.
U`> STATE OF r
°.
will ft between the bottom chord and any other members, with
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (t=1b)
y p 4u
b 7IVD
1=223,10=149.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
xj!!l77IAi
t�i1``vvxt
February 26,2019
A WARNING -Verify Eeelgnparemefe ss antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -1473 rev.10/ON20f5 BEFORE USE.
■
Design valid for use only with Mifek®connectors. This design Is based only upon parameters shown, and is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
44MM f� Yi RR..
Is always required forstability and to pr event collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Inds systems, seeANSI/IPII Quality Orford, DSB-89 and BCSI Building Component
818 aounOsfdo Road
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314.
Edenton, NO 27932
Job
Truss
Truss Type Qty Ply 00
O
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate th6 design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
E12493979
ORDERS
EA -11493
SPEC 1 1
Edenton, NC 27932
Job Referelncel (oplionap
NVR, Frederick, MD -21703, o.zzvervovwmio unwnnmuside,n'. sunD., G 13.344G2010 PG.a=�
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-MOgcFLpzGgDwHyuNTHr90_iBkhoel9_OC40w2wyAbn4
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING. Verify design paramefem and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 111114472 m, 1ffV2015 BEFORE USE.
■
Design valid for use only with do connection. This design N based only upon parameters shown, and is for an individual building component, not
O
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate th6 design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
IB AiTek
9V9 ii
x always required for stability and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the
fabi calion, stamge, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safely Informationavailabie Imm Truss Plate Institute. 218 N. Lee Street. Sul1e 312, Alexandria. VA 22314.
Edenton, NC 27932
C
TNss N6a yp@ BY
Ply 00_MldAtlantic E8993651
ORDERS EA -11499 SPEC 1 2 Job Reference o honalZ_
NVR, /.OSn s Jnl Le Ldad our ex In surimes, ac, Man Jai] I. 1p:3a'pl Lu1J Ya9e l
ID:ms8be9DZzOzVu4PhpgQKpbzpUW3-OKw6a3Jsx3BN9OmODoEO16dgxGY9VBKJHn9rpYydlAO
2-3-15 6-5-15 10-7-14 14E-6 18-104 __ 23-2-2 28-9-14 _ 34-11-0 311-10-,4
2 3 15 4-2-0 4-2-0 3-10.8 4-3-14 n 4-3-14 5-7-13 6-0-2 -11
4
Scale: 3/16"=T
4x6 Q
3.4 It (I = 3x4 = 3x4 11 5x6 = 3x8 = 3x4 11
6x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vel -0.41 16-17 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.67 16-17 >619 240
BCDL 10.0 Rep Stress ]nor NO WB 0.80 Horz(CT) 0.08 10 n/a n/a
BCDL 10.0
BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.17 16 >999 240 Weight: 424 ib FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6-16: 2x4 SP No.2D
REACTIONS. (Ib/size) 1=1738/0-3-8, 10=1822/0-3-8
Max Horz1=-178(LC 8)
Max Upliftl=-34(LC 10)
Max Gravl=1960(LC 30), 10=1822(LC 1)
FORCES. (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3253/54, 2-3=-5990/106, 3-20=-5989/106, 4-20=-5989/106, 4-5=-8137/117, 5-16=-93/67, 5-6=-1172/60,
6-7=-1781/75, 7-21=-2213/49, 21-22=-2080/57, 8-22=-2043/75, 8-23=-2043/85, 9-23=-2183/51, 9-10=-2699/11,
10-11=0/37
BOT CHORD 1-19=-92/2584, 18-19=-95/2568, 17-18=-149/8137, 17-24=-114/8465, 16-24=-114/8465, 15-16=-112/7984,
14-15=-11217984,13-14=-13/3078,12-13=0/2105,10-12=0/2105
WEBS 2-19=0/196, 2-18=-46/3705, 3-18=-554/71, 4A8=-2457/12, 4-17=0/723, 5-17=-1573/0,5-7=-2208/0, 5-14=-5712/106,
7 -14=0/2365,7 -13=-2142/110,8-13=-29/1897,9-13=-665/105,9-12=0/254
JOINT STRESS INDEX
1=0.37,2=0.48,3=0.26,4=0.54,5=0.52,6=0,63,7=0.51,8=0.40,9=0.48,10=0.33,12=0.26,13=0.64,14=0.77,15=0.96,16=0.85,17=0. ,18=0.58 and
19 = 0.26
NOTES- (12-13)
1) 2 -ply truss to be connected together with 10d (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Co.
Webs connected as follows: 2x4 - 1 row at 0-9-0 Co.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will
fit between the bottom chord and any other members.
HAl&ayBdR.meDhanical connection (by others) of truss to bearing plate capable of withstanding 34111 uplift at joint 1.
AA WARNING. Verify dealgaparamefers antl READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. IWV2015 BEFORE USE.
Design valid for use only with Mifek® connectors, This design h based only upon pommeled shown, and is for an individual building component, not
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design no, the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPii Quality Criteria, DSB-89 and BCSI Building Component
Snfate Infnrmoilanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
08% � of
No. 60900285 =
® • e
STATE OF ° a
p0.c '` .�NDI AQP>°' �y�v�•`
fO Pv1 A �1��4
February 26,2019
gyp.
M@Tek®k'
818 aoundside Road
Edenton. NO 27932
0
711155
n15G ype
Qty
P y00_MidAllanlic
E8993651
ORDERS
EA -11494
SPEC
1
fabrication, storage, detivery, erection and bracing of trusses and rums systems, s..ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component
Job ReferenLe (opllonaO
NVR,
7.630 a Jul 282015 MiTek Indastnes, Inc. Mon Sep 1414:35:41 2015 Page 2
ID:ms8be9DZzOzVu4PhpgQKpbzpUW3-OKw6a3Jsx3BN90mODoEO16dgxGV9VBKJHn9rpVydiAO
NOTES- (12-13)
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Design checked for ASCE 7-10 ultimate wind Speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, Wind reaction x 0.78 will adjust
wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-80, 2-5=-80, 6-8=-80, 8-11=-80, 1-19=-20, 19-24=-21(B=-1), 10-24=-20
A WARNING-Venlydesignparemated, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473on, 1WOM015 BEFORE USE.
■■■
Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a Truss system. Before use, the building designer must verily the applicability of design parometen and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing
iYE ifk16c'
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, detivery, erection and bracing of trusses and rums systems, s..ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safely informaflonavabable from Truss Plate Indifn a, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
Jab
ussTypeOlyE12493980
ORDERS
=Alsl
HIPS
1
1
Job Reference (oplionap
NVR, Frederick, MD -21703,
F�YEG
48 i
8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:34:51 2018
3x4 // 3x4 \\ 4x8
a oc oa a
Scale = 1:63.0
3x4 = 6.10 = 4.8 11 'A' a 4x8 11 6x10 = 3x4 =
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.22 14-15 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 Ver(CT) -0.30 14-15 >999 240
TCDL 10.0 Rep Stress incr YES WB 0.37 Horz(CT) 0.09 9 n/a n/a
BCLL 0.0 * Code IBC2018(TPI2014 Matrix -S Wind(LL) 0.11 14-15 >999 240 Weight: 243 lb FT 5%
BCDL__ 10.0 _,__ __
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
3-4,7-8: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing.
BOT CHORD 2x4 SP No.2D *Except* WEBS 1 Row at adopt 5-14,6-12
12-14: 2x12 SP No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (ib/size) 2=1818/0-3-8,9=1818/0-3-8
Max Hoa 2=-204(LC 10)
Max Uplift 2=-143(LC 12), 9=-143(LC 13)
Max Grav 2=2263(LC 33), 9=2263(LC 33)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3166/184, 3-4=-2871/276, 7-8=-2871/276, 8-9=-3166/185, 4-5=-2255/172,
5-6=-2449/165, 6-7=-2255/163
BOT CHORD 2 -15= -193/2415,14 -15=-154/2021,12-14=-148/2449,11-12=-41/2021,9-11=-48/2415
WEBS 3-15=-634/235, 5-14=-569/208,6-12=-569/208, 8-11=-634/235, 4-15=-164/682,
4-14=-120/876, 7-11=-177/682, 7-12=-136/885
NOTES- (10-12)
1) Wind: ASCE 7-16; VUlt=130mph (3 -second gust) Vasd=103ni TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C ExteTlor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs= 1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 par or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except Gt=1b)
2=143,9=143.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1
llffjj� fill
2y° es'OSTEq�.pce�'.
(�
No. 60900285 ;
m
STATE OF Q
"7///O`9tONA'te���x'
ikko
February 26,2019
�g WARNING-Verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fig -7473 rev. 10/08/2015 BEFORE USE. ■■■
Design vaid far use only wish MiT.IAT c areclon. This design is based only upon parameters shown, and is for an Individual building component, not ■
a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buildingdesign, coming indicated 1, to prevent buckling of individual truss web and/or chord members only. Additlonaltemporaryandpermanentbracing MiTek-
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
tabrcation, storage, delivery, erection and bmcing of trusses and truss systems, sadANSUTPII Quality Criteria, DSB419 and SCSI Building Component 818 Soundeide Road
Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Edenton, NG 27932
Job �Truss Truss Type — Qty Ply 00_MidAtlanlic
E12493980
ORDERS EAA 1495 HIPS 1 1
Job Reference (optional)
NVR, Frederick, MD -21703, a.rzu S NOV to zu to ml i ell lnousmes, mc. Bun Feu n le:onal zuro reyea
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-IPxMg 1 gDORTe W G2maitdTPoX6WxmDJhfOV 17oyAbn2
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
Al WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-0413 me 1WO312015 BEFORE USE.
Design valid for use only with Mnek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer most venfy the applicability of design parameters and properly incorporate this design into the oven
to Prevent collapse with possible personal injury
alon and bracing of trusses and Imes systems, se
Truss Plate Institute, 218 N. Lee Street, Suite 312, 1
wt
MiTek'
818 Boundside Road
Edenton, NC 27932
Job
__j
Truss
Tmss Type
Qty
Ply
00_MidAllantic
WEBS 4-15=-65/900, 5-15=-406/278,6-13=-418/271, 7-13=-70/889, 8-13=-765/229,
3-15=-773/223, 2-16=-300/146, 9-12=-283/139
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
E12493981
ORDERS
EA -11496
HIPS
1
1
`
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Nat roof load of 30.0 pat on overhangs
dA
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water pending.
Job Reference (optiona0 _ _ ^
NVR, Frederick, MD -21703,
5x6 i
0.220 s Nov io 20ia rvn1ak
5x6 Q
6x12 = 48 II 4x8 11 4.8 II 6x12 =
Scale = 1:65.2
LOADING (fist) SPACING- 2-0-0CSI. DEFL. in (roc) I/defl ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Verl(LL) -0.16 15 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.25 12-13 >999 240
TCDL 10.0 Rep Stress [nor YES WB 0.69 Hom(CT) 0.11 10 n/a n/a
BCLL 0.0 * Code IBC2018/TP@014 Matrix -S Wind(LL) 0.07 15-16 >999 240 Weight: 266 lb FT 5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
1-4: 2x4 SP No.1, 7-8: 2x4 SP No.1D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.20 *Except* WEBS 1 Row at midpt 5-15,6-13
13-15:2x12 Be No.2
WEBS 2x4 Be No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8, 10=181903-8
Max Horz 1=-253(LC 10)
Max Uplift 1=-144(LC 12), 10=-169(LC 13)
Max Grav 1=2331(LC 33), 10=2420(LC 33)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
TOP CHORD 1-2=-3624/227, 2-3=-3349/259, 3-4=-2768/242, 7-8=-2768/227, 8-9=-3338/254,
9-10=-3634/223,4-5=-2011/258, 5-6=-2005/221, 6-7=-2010/248
BOT CHORD 1-16=-268/2847, 15-16=-183/2630, 13-15=-15/2005, 12-13=-16/2631, 10-12=-88/2832
WEBS 4-15=-65/900, 5-15=-406/278,6-13=-418/271, 7-13=-70/889, 8-13=-765/229,
3-15=-773/223, 2-16=-300/146, 9-12=-283/139
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
\ititllsrlt(1//
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
Pf=30.0 DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10\\
\ �,. Ry>j,
2) TCLL: ASCE 7-16; psf (Lum
3) Unbalanced snow loads have been considered for this design.
`
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Nat roof load of 30.0 pat on overhangs
dA
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water pending.
NO. 60900285
6) All plates are 3x4 MT20 unless otherwise indicated.
_
7) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads.
® e q g r
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Po °, STATE OF e` Q- v
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b)
�
�O °°° 7 P ° G✓,�
1=144,10=169.
10) his truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI%0(�p,F
9
t�,��\�\\�\�
February 26,2019
WARNING-Verhy design parsmeMrs antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 an' 10/08/2015 BEFORE USE. ■■■
Design valid far use any with Mlrek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not ■
a fives system. Before use. the building designer must vedry the opplicabitily of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iTek-
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding The
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DSB-89 and BCSI Building Component 818 Srundelde Read
Safety Iaformathmavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
00_MidAtlantic
(j
E12493981
EA-11496
HIPS
1
(ORDERS
Job Reference o tianap
NVR, Frederick, MD - 21703, S.zzU s noV TS zUio Nn ak inaamnes, no. San Dec a ia.ov.ac 20iS rego
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-mbVkuNrtZlbV80dy8QOsOdKiOumVbcqu2EbfFyAbn 1
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Verify design Paremerem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7479 ray, 10003/2015 BEFORE USE.
sign valid for use only with Mhek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
..-.__ n_._._ ..._ .._ :...:� :_,, •...v........,..a..ea , roe nnnhnF »., of evann nnmmPa.r. and nrnncrly incnrnrnafe ihk design info the overall
/s required forstabillty and to prevent collapse with possible personal Injury and properly damage. For general guidanc
tion, storage, delivery, erection and bracing of Crosses and truss systems, seeANSI(TPII Quality Criteria, DSB-89 and SCSI
Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
gyp.
Mffek'
818 Soundeide Road
Edenton, NC 27932
Job
Truss
Truss Type
LOADING test) SPACING- 2-0-0
TCLL 30.0 Plate Grip DOL 1.15TC
CSI.
0.98
DEFL. in (fee) I/deft Ud PLATES GRIP
Vert(LL) -0.25 19-20 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15
BC 0.88
LVeri -0.37 19-20 >999 240
TCDL 10.0 Rep Stress Incr YES
WB 0.98
E12493982
ORDERS
EA -11497
SPEC
=QtyFOOMidAllanlic
Left: 2x4 SP or
SPF No.2, Right: 2x4 SP or SPF No.2
12-17=-658/312,12-16=-183/463,13-16=-376/240,8-9=-298/1424
NOTES- (11-13)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
tlttll i llirtill)
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
Lumber DOL=1.60 DOL=1.611
eference (optional)
NVR, Frederick, MD- 21703, o.zzu s Nov m zuia MiTek ex Industries, mc. Son Dec a ro:54.54 20 io rage i
ID:3tzdCRoEOtwSFMaHAwjrPuzEOabi_dV13s64MrDNjmLFgQK52Q2TiVEzQZ7LMjhj7yAbn9
-9-it 1 5-11-7 11-8-7 17-5-8 1 -5- 23-2-9 28-11-9 34-11-0 3¢10,4
0-11-4 5-11-- 5 9 1 - 5-9-1 1-0 4-9-1 1 5-9-1 5-11-7 0-11-4
4x6 II
4.12 II
5x7 i 5x6 i 9
SVR =
5x6 = ea n ae n w ,a r u .1 5x6 =
3x4 = 4x8 II 4x8 II 6x10 :-. 3x4 =
6x1D = 3x4 =
4x8 II
7-7-4 _ 12-7-8 22-3-8 27-9-12 34-11-0
7-i-4 5-6-4 9-8-0 f 5-6-4 7-1-4
A1?
Scale = 1:77.4
Plate Offsets (X Y)-- [2'0-1-30-0-13] [2:0-5-140-1-9] ]2:Edge
0-3-17 I3:0-4-00-3-4]
[7:0-3-00-1-2] [11:0-1-40-0-1] (13:0-3-00-3-4] [14:0-1-30-0-13] (14:0-5-140-1-91
LOADING test) SPACING- 2-0-0
TCLL 30.0 Plate Grip DOL 1.15TC
CSI.
0.98
DEFL. in (fee) I/deft Ud PLATES GRIP
Vert(LL) -0.25 19-20 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15
BC 0.88
LVeri -0.37 19-20 >999 240
TCDL 10.0 Rep Stress Incr YES
WB 0.98
Horz(CT) 0.10 14 n/a ri
BCLL 0.0 ' Code IBC2018fTP12014
Matrix -S
Wind(LL) 0.13 19-20 >999 240 Weight: 267 lb FT=5%
BCDL_ 10.0 _
Left: 2x4 SP or
SPF No.2, Right: 2x4 SP or SPF No.2
LUMBER -
■■■
TOP CHORD
2x4 SP No.2D *Except*
Max Grew 2=2223(LC 35), 14=1818(LC 1)
9-13: 2x4 SP 15-11: 2x6 SP NITA D
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
7-9: 2x4 SP No.2 or 2x4 SPF No.2
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2 *Except*
12-13=-2512/358,13-14=-26591245, 5-6=-1839/317, 6-7=-1489/257, 7-8=-752/235,
17-19: 2x12 SP No.2
WEBS
2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or
SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 2=1818/0-3-8,14=1818/0-3-8
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Max Herz 2=-295(LC 10)
■■■
Max Uplift 2=-199(LC 12), 14=A 82(LC 13)
■
Max Grew 2=2223(LC 35), 14=1818(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
M!Tek-
TOP CHORD 2-3=-33031276, 3-4=-3105/390, 4-5=-2319/367, 9-11=-1418/293, 11-12=-2074/334,
12-13=-2512/358,13-14=-26591245, 5-6=-1839/317, 6-7=-1489/257, 7-8=-752/235,
818 Soundside Road
8-10=-752/235,10-11=-841/221,7-9=A417/318
Edenton, NC 27932
BOT CHORD 2-20=-317/2592,19-20=-167/2082,17-19=-53/1565,16-17=-49/1781, 14-16=-93/2071
WEBS 3-20=-672/243, 4-20=-168/757, 4-19=-861/276,6-19=-20111245,10-17=-222/957,
12-17=-658/312,12-16=-183/463,13-16=-376/240,8-9=-298/1424
NOTES- (11-13)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
tlttll i llirtill)
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
Lumber DOL=1.60 DOL=1.611
tk
t 7y
P.. RZ}-
MWFRS for reactions shown; plate grip
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
,�\x��
3) Unbalanced snow loads have been considered for this design.
��� �°\k'S •,°°ISTE
designed for live load of 16.0 or 1.00 times Flat roof load of 30.0 psf on overhangs°sC(f�
4) This truss has been greater of min roof psf
non -concurrent with other live loads.
= NO. 60960285 a °
5) Provide adequate drainage to prevent water ponding.
_
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
C
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
STATE OF .�
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
y1 % 177
'' °°
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b)
O ! �. •° �7L ,
i " p/VD....`
2=199,14=182.
This is elin9epresentatlonned in ance withInternationaling and enced standard 1.
`° °°
��xi7j// IONAi
10) Graphi) cal purs does depictlthe ie or the oBelntlatbn ofthealonglthe top and/or bottom chord.NSI/TPI
tees`
00
February 26,2019
WARNING -Verify design paremerore and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-1473 rev. 1WOOM015 BEFORE USE.
■■■
Design valid for use only with MBew connectors. ibis design Is based only upon parameters shown, and is for an individual building component, not
■
a truss system. Before use, the building designer must verity, the applicability of design Parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek-
Is always required for stability and to prevent collapse with possible personal injury and popery damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, zopANSIfFII Quality Cdteda, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
a truss system. Before use, the building designer must verify the applicability of design paromelers and properly Incorporate this design Into the overall
ORDERS
EA-11497
SPEC
1
JP1,0bReferetlnel(E12493982
818 S3undside Road
Safety Iniormationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NG 27932
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2016 MiTek ex Industries, Inc sun Dec 9 19:34:54 2016 rage z
I D:3tzdCRoEOtwSFMaHAwjrPuzEOal-i_ dV13s64MrDNjmLFgQK52Q2TiVEzQZ7LMjhj7yAbn?
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Verify design parameters Bad READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 14VA/2016 BEFORE USE.
Design valid for use only with MRelt9 connectors. This design u based only upon parameters shown, and 6 for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design paromelers and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual Imes web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to Prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saVANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 S3undside Road
Safety Iniormationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NG 27932
Job
Truss
Truss Type
Div
Ply
10_MidAtlanlic
PLATES GRIP
MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15
BC 0.84
Vert(CT) -0.24 17-18 >999 240
WEBS
E12493983
ORDERS
EA -11498
SPEC
1
1
Wind(LL) 0.0917-18 >999 240
Weight: 281111 FT=5%
BCDL 10.0
--
Job
NVR, Frederick, MD -21703,
5x6 =
o.zzo s Nov io 20 i o rvn i en inauau ei, mc.
Scale = 1:74.6
y�V - 3x4 = 4.8 II 4xB II 6.10 = 3x4 =
6x10 = 3x4 =
48 II
7-1-4 12-0-8 22-3-8 27-9-12 _ 34-11-0
~-- 7-1 4 - 5E-4 -, 9-6-0 r 56-4 7-1A
Plate Offsets(X Y)-- [2:0-1-3 0-0-13] 12:0-5-14 0-1-9j f2: Edge
0-3-1] f5:0-0-0,0-5-
[11:0-4-0 Edqe] [170-5-14 0-1-97 [12:Edge 0-2-9] 112:0-1-3 0-0-13j
LOADING (psi) SPACING- 2-0-0
TCLL 30.0 Plate Grip DOL 1.15
CSI.
TC 0.95
DEFL. in (loc) I/deft L/d
Vert(LL) -0.17 14-15 >999 360
PLATES GRIP
MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15
BC 0.84
Vert(CT) -0.24 17-18 >999 240
WEBS
TCDL 10.0 Rep Stress lncr YES
WB 0.25
Horz(CT) 0.10 12 n/a n/a
WEDGE
BCLL 0.0 Code IBC2018/TP12014
Matrix -S
Wind(LL) 0.0917-18 >999 240
Weight: 281111 FT=5%
BCDL 10.0
--
LUMBER -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2'Except'
BOT CHORD
4-10.5-7: 2x6 SP No.2
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2 `Except
JOINTS
15-17: 2x12 SP No.2, 12-16: 2x4 SP No.2D
WEBS
2x4 SP No.2 or 2x4 SPF No.2 *Except`
6-17: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or
SPF si Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 2=1818/0-3-8, 12=1818/0-3-8
Max Horz 2=293(LC 11)
Max Uplift 2=-200(LC 12), 12=-183(LC 13)
Max Grav 2=1858(LC 19), 12=2349(LC 35)
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1Row at midpt 9-15,6-17
JOINTS
1 Brace at Jl(s):9
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2725/275,3-4=-2573/388,7-10=-8191206, 10-11=-33981356,11-12=-35631245,
4-5=-2191T279,5-6=-1891/431, 6-8=-1888/433, 8-9=-1908/441, 9-10=-1889/371,
5-7=-815/256
BOT CHORD 2-18=-315/2190, 17-18=-17312046, 15-17=-153/2352, 14-15=-55/2384, 12-14=-92/2801
WEBS 3-18=-493/241, 4-18=-1641568,9-15=-633/318,10-15=-159/898,10-14=-179/554,
11-14=-537/235, 7-8=-443/242, 4-17=-171928,6-17=-586/119
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6,Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b)
2=200,12=183.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
x```111161 II IVII I r/f///rrr7
�1�e �GFSTEq <) J
>' No. 60900285
® e
STATE OF �-
February 26,2019
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7472on, 107032015 BEFORE USE.
Design valid for use only with Miek® conneatars. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applIcability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i IC
PV9 & B'Tek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncalion, storage, delivery, erection and bracing of trusses and truss systems, seeANS17TPll Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qly
Ply
00_MitlAtlantic
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 Quality Criteria, DSBb9 and BCSI Building Component
818 Soundeide Road
Safety Informationavaitable from Truss Plate Institute, 218 K Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
E12493983
ORDERS
EA -11498
SPEC
1
1
Job Reference (optionap
NVR, Frederick, MD -21703, d.zsusNov ozuiorvniesumusmes,mc, auu Dec 919.34:562018 Payee
I D:3tzdCRoEOtwSFMaHAwjrPuzEOal4MIFjkuMc_5xd l wjNFToATVPM W BLR W UQpgConOyAbmz
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction It 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
AWARNING -VeH/y deslBn,ammetd. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1WOV2015 BEFORE USE.
■■■
Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applkability of design parameters and properly Incorporate this design into the overall
■
building design. Bracing indicaled Is to prevent buckling of individual tmss web and/orchard members only. Additional temporary and permanent bracing
B tl6
YY9 ® iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 Quality Criteria, DSBb9 and BCSI Building Component
818 Soundeide Road
Safety Informationavaitable from Truss Plate Institute, 218 K Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
LORDERS
Trussype Qty Ply 00MidAtlanticE12493984
EA -11499 SPEC 1 1
Job Reference (optional
NVR, Frederick, BAD -21703, a.Aza S Nair i o 26 l a rvi, en umusnas, ina. Sou Do, o 13.34.372u, o ray=,
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-7YJdx4v_NHDnEB Vwxz_ijg2ZzvXsAxtZ2KyLJSyAbmy
5-11-7 11-2-5 23-2-1_ 28-11-9 34-11-0 IS -1 O 4
5-2-15 ~ 11-11-12 5-9-8 5-11-711-�
4x8 G
3.4 // 3x4 \\ 7 6x10 O
6 9]
Scale: 3/16"=1'
3x4 = 6x10 = 4x8 II 4xB II 6x8 = 4x4 =
3x4 =
7-1-4 1278 22-3-8 27-9-12 34-11-0
" 7-1-A 5-6 4 _ 9-8-D _ 5.6.4 7-1-4
Plate Offsets (X Y)-- (1:0-1-3 0-0-13] [1:0-5-14 0-1-9] fl:Edge 0-3-17
Design valid for use only with Mifek®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
LOADING (psi)
TCLL 30.0
SPACING- 2-0-0
Plate Grip DOL 1.15
CSI.
TC 0.96
DEFL. in (loo)
Vert(LL) -0.28 14-15
I/dell
>999
Ud PLATES GRIP
360 MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.89
Vert(CT) -0.39 14-15
>999
240
TCDL 10.0
Rep Stress Incr YES
WB 0.38
Horz(CT) 0.11 9
n/a
n/a
BCLL 0.0
Code IBC2018fTP12014
Matrix -S
Wind(LL) 0.14 14-15
>999
240 Weight: 242 lb FT=5%
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2D *Except*
7-8,1-2:2x4 SP No.1D
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 "Except'
12-14: 2x12 SP No.2, 9-13: 2x4 SP N0.2D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=1738/0-3-8,9=1837/0-3-13
Max Horz 1=208(LC 11)
Max Uplift 1=-120(LC 12), 9=-149(LC 13)
Max Grav 1=2148(LC 33), 9=2344(LC 33)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1Row at midpt 4-14.5-12
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3186/183, 2-3=-2974/295, 6-8=-3028/303, 8-9=-3287/191, 3-4=-2230/176,
4-5=-2363/178, 546=-2060/196
BOT CHORD 1-15=-189/2470,14-15=-152/2012,12-14=-13912364,11-12=-25/1912, 9-11=-49/2508
WEBS 2-15=-668/247, 4-14=-399/220, 5-12=-832/232, 8-11=-666/243, 3-15=-181/743,
3-14=-122/815, 6-12=-146/876, 6-11=-190/890
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BC DL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)
1=120.9=149.
9) This truss is designed in accordance with the 2016 International Building Code section 2306.1 and referenced standard ANSI/TPl 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.76 will adjust wind uplift reaction
to a wind speed of 115 mph.
1 t) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
tttllt�rt
S,>k
o • (P
�° No, 60400285 % =-
s a
STATE OF Q
February 26,2019
Atb WARNING -Verify designpamenefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMV-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Mifek®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent Bracing
a N�4�G.iC'
6V6 Y
is always requked for stability and to prevent collapse with possible personal injury and property damage. For general guidanceregmcing the
Iabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Crlleria, DSB-89 and BCSt Building Component
818 Soundside Road
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD -21703,
8.220 s Oct a 2018 Mu en inuusares, me. r0 Nov o 12.52.29 2018
4x6 = Scale =1:67.6
24 23 22 21 20 19 16 17 16 15 14
5x6 =
Plate Offsets (X Y)-- 19:0-3-0,0-3-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.10 Vert(LL) RIB - The 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) RIB - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 13 flat flat
BCL 10.0 Code IBC2018/TPI2014 MI Weight: 16916 FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP 1,10.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 7-19, 6-20, 8-18
REACTIONS. All bearings 23-5-10.
(Ib) - Max Horz 1=-272(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) 13, 20, 24, 18, 14 except 1=-122(LC 10), 21=-107(LC 12),
22=-101(LC 12), 23=-104(LC 12), 17=-108(LC 13), 16=-100(LC 13), 15=-104(LC 13)
Max Grav All reactions 250 lb or less atjoint(s) 1, 13, 19, 22, 23, 24, 16, 15, 14 except 20=340(LC 18),
21=278(LC 18),18=340(LC 19),17=278(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-368/226, 2-3=-279/195, 12-13=-321/157
BOT CHORD 1-24=-113/251, 23-24=-113/251, 22-23=-113/251, 21-22=-113/251, 20-21=-113/251,
19-20=-113/251, 18-19=413/251, 17-18=413/251, 16-17=413/251, 15-16=-113/251,
14-15=-113/251,13-14=413/251 00,
WEBS 6-20=-3001120, 8-18=-300/117 __34koddl
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCD1_=6.0psf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. wx 1iPllis�1� 7771
3) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat 6; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) All plates are 3x4 MT20 unless otherwise indicated. N�ISTEq`°
2 711
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 0-0-0 oc. .° Q� Fa `°. (P
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = NO. 60900285
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _
will fit between the bottom chord and any other members. °
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 13, 20, 24, 18, ® e
14 except Qt=lb) 1=122, 21=107, 22=101, 23=104,17=1 08, 16=100, 15=104. b STATE OF
11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI
1. 11177i��`�rQVA` t��y�xvxx`t4
February 26,2019
WARNING. Ved1y design pardmefeelend READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473rev. 1WOV2015 BEFORE USE. ■
Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for an individual building component, not ■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate the design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mem bens only. Additional tem pony and permanent bracing MiTek'
is always required for stability and to prevent coilapsewith possible personal injury and property damage. For general guidance regarding the
labricalion, storage, delivery, erection and bracing of runs, and truss systems, seeANSITPli Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Read
Safety Informalionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandna. VA 22314. FEenlan, NC 27932
Truss
Truss Type
Qty
Ply
E12404185
OERS
�QR
EA -11500
COM
1
1
Job Reference (optional)
NVR, Frederick, MD -21703,
8.220 s Oct a 2018 Mu en inuusares, me. r0 Nov o 12.52.29 2018
4x6 = Scale =1:67.6
24 23 22 21 20 19 16 17 16 15 14
5x6 =
Plate Offsets (X Y)-- 19:0-3-0,0-3-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.10 Vert(LL) RIB - The 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) RIB - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 13 flat flat
BCL 10.0 Code IBC2018/TPI2014 MI Weight: 16916 FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP 1,10.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 7-19, 6-20, 8-18
REACTIONS. All bearings 23-5-10.
(Ib) - Max Horz 1=-272(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) 13, 20, 24, 18, 14 except 1=-122(LC 10), 21=-107(LC 12),
22=-101(LC 12), 23=-104(LC 12), 17=-108(LC 13), 16=-100(LC 13), 15=-104(LC 13)
Max Grav All reactions 250 lb or less atjoint(s) 1, 13, 19, 22, 23, 24, 16, 15, 14 except 20=340(LC 18),
21=278(LC 18),18=340(LC 19),17=278(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-368/226, 2-3=-279/195, 12-13=-321/157
BOT CHORD 1-24=-113/251, 23-24=-113/251, 22-23=-113/251, 21-22=-113/251, 20-21=-113/251,
19-20=-113/251, 18-19=413/251, 17-18=413/251, 16-17=413/251, 15-16=-113/251,
14-15=-113/251,13-14=413/251 00,
WEBS 6-20=-3001120, 8-18=-300/117 __34koddl
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCD1_=6.0psf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. wx 1iPllis�1� 7771
3) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat 6; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) All plates are 3x4 MT20 unless otherwise indicated. N�ISTEq`°
2 711
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 0-0-0 oc. .° Q� Fa `°. (P
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = NO. 60900285
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _
will fit between the bottom chord and any other members. °
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 13, 20, 24, 18, ® e
14 except Qt=lb) 1=122, 21=107, 22=101, 23=104,17=1 08, 16=100, 15=104. b STATE OF
11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI
1. 11177i��`�rQVA` t��y�xvxx`t4
February 26,2019
WARNING. Ved1y design pardmefeelend READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473rev. 1WOV2015 BEFORE USE. ■
Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for an individual building component, not ■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate the design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mem bens only. Additional tem pony and permanent bracing MiTek'
is always required for stability and to prevent coilapsewith possible personal injury and property damage. For general guidance regarding the
labricalion, storage, delivery, erection and bracing of runs, and truss systems, seeANSITPli Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Read
Safety Informalionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandna. VA 22314. FEenlan, NC 27932
Job
Truss
Truss Type
E12404185
ORDERS
EA -11500
COMN
:=Job
ference (optional)
NVR, Frederick, MD -21703, o.zm a Licl o m 10 rims cn mown m, u— r,,,.ov o ,--o< ..., .ae.�
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-gp4welzgFEzYN3obESjBIRhYbOzgd5584CD3UEyKvaG
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
qa, WARNING. Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev.1U/07/2015 BEFORE USE.
Design valid for use only with MBewconneciou. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and am,svN incorporale this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sooANSt/IPN Quality Criteria, DSB-89 and BCSI Building Component 818 Soundeide Road
Safety Informatlonavailable from Truss Plate Institute, 218 N. lee Street, Salle 312, Alexandra, VA 22314. Edenton, NC 27932
Job
■■■
Truss TypeQty
Ply
E12404186
ERS
EEAlS15011
SPEC
1
1
Big Saundside Road
3) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is= 1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
Edenton, NC 27932
4) Unbalanced snow loads have been considered for this design.
5) All plates are 3x4 MT20 unless otherwise indicated.
bearing.
Job Reference (optional)
NVR, Frederick, MD- 21703, 8,220 s Oct 6 2018 Mi i ek Industries, Inc. Fri NOV a 12:b2:3U zUle Page 1
ID: 3izdCRoEOtwSFMaHAwjrPuzEOat-9?e1rN_SOY5P DNnoAEQIeDeRoH3MXcIJsycOhyKvaF
1 114 4-10.6 20-5-3
14-108 58-13
4x6 =
13 I6 12 11 10
Scale = 1:85,3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /deft Vd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=30.0)- Lumber DOL 1.15 BC 0.16 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 7 Tire Piet
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 Matrix -S Weight: 121 Ib FT=6
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud 64)-0 0o bracing: 7-8.
WEBS 1 Row at mjdpt 5-9,4-11
REACTIONS. All bearings 20-5-3.
(Ib) - Max Herz 1=429(LC 12)
Max Uplift All uplift 1001b or less at joint(s) except 7=-122(LC 11), 1=-103(LC 10), 10=-250(LC 21),
11=-217(LC 12), 12=-201(LC 12), 13=-180(LC 12), 8=-199(LC 13)
Max Grav All reactions 2501b or less atjoint(s) 7, 10 except 1=327(LC 12), 9=311(LC 18), 11=701(LC 3),
12=540(LC 21), 13=393(LC 21), 8=582(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-500/236, 2-3=-329/177, 4-5=-290/152, 5-6=-291/159
WEBS 4-11=-509/272, 3-12=-339/252, 2-13=-297/218, 6-8=-530/245
NOTES- (13-15)
■■■
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.grist, BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
MiTek'
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
Big Saundside Road
3) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is= 1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
Edenton, NC 27932
4) Unbalanced snow loads have been considered for this design.
5) All plates are 3x4 MT20 unless otherwise indicated.
bearing.
ttllptl I I ttO//7
7) Gable requires Continuousbottom
Gable at 0 0 pchord
S,T
) studs spaced
live loads.J�
````Yv1
iS •° yep ��i
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other
\STE `
9) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift atjoint 7, 1031b uplift at
r e NO. 60400285 °; =
joint 1, 2501b uplift atjoint 10, 217 In uplift at joint 11, 201 Ib uplift at joint 12, 180 Ib uplift atjoint 13 and 1991b uplift atjoint 8.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 7, 9, 8.
a1. m `
12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
'°°° STATE OF
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
p� •.°a /AID iAIp, ° `yk,
�i�
to a wind speeded 115 mph.
14) Design dfor ASCE 7-16 ultimate windspeedexceeds IRC2012 nominal wind speed of
to
wind
°•_... _° G�
�i7j
speed of 90 mph.meets
00 mph, windtt\t�O
r action x 0 78 will adjustw reaction a
js$IDNA` \Ehe
15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
February 26,2019
WARNING -Verify design parametersi n f READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev, 10/08/2015 BEFORE USE.
■■■
Design vatid for use onty with MlfekO connectors. This design is based omy upon parameters shown, and is for an indlviduat building component, not
o imas system. Before use, the building designer must verity the appl',cabllity of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, detivery, erection and bracing of trusses and truss systems, seeANSiRPII Quality Criteria, DSB-89 and BCSt Building Component
Big Saundside Road
Safety Informallonawdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
s
Tmss Type
Qly
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
E12404187ORDERSs
=EAS
02
SPEC
1
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
�Rf.�..
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
designed for 10.0 bottom chord live load nonconcurrent with any other live loads.
`` `ttttit
P• 4�8
'S=AE ° �'C��(.
6) This truss has been a psf
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
`�\� ,�Zh
�,. .."C,\ F7F°• �. y
will ft between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44111 uplift at joint 9 and 102111 uplift at
,�
r NO, 60400285 °; =
NVR, Frederick, MD -21703,
44
5x6 = 5x6 =
3.4 II 3x4 = Sx1u =
IT
Scale = 1:38.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft U' PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 VerI -0.16 5-7 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.33 5-7 >669 240
TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.02 5 n/a DID
BCLL 0.0 ' Code IBC2018/TP12014 Matrix -S Wind(LL) 0.02 5-7 >999 240 Weight: 112111 FT=5%
BCDL _10.0-
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Ext epP TOP CHORD Structural wood sheathing directly applied, except end verticals.
2-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 9=929/0-3-8,5=102003-8
Max Horz 9=-194(LC 13)
Max Uplift 9=-44(LC 13), 5=-102(LC 13)
Max Gray 9=1103(LC 33), 5=1412(LC 33)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-795/69, 2-3=-840/121, 3-4=-1190/98, 4-5=-1736/138, 1-9=-1063/63
BOT CHORD 7-8=-55/569, 5-7=-26/1285
WEBS 2-8=-390(79, 2-7=-60/427,4-7=-548/190.1-8=-42/727
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
B ARek'
9Y8 E li
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Wm DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1 AD
818 aountlsitlo Road
3) Unbalanced snow loads have been considered for this design.
Etlenton, Nc 27932
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
i I I I IIIII77/
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
designed for 10.0 bottom chord live load nonconcurrent with any other live loads.
`` `ttttit
P• 4�8
'S=AE ° �'C��(.
6) This truss has been a psf
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
`�\� ,�Zh
�,. .."C,\ F7F°• �. y
will ft between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44111 uplift at joint 9 and 102111 uplift at
,�
r NO, 60400285 °; =
joint 5.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/PPI 1.
_
-
® `
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
s -0 e°Q`
STATE OF "
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
��a °°° /(t/ Q, °°° /W
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
bearing, any seat size, the hanger has been sized for the
i,. (` 0
//////`S&/ONAf
12) Metal hangers, size, can be used in place of wood of provided
of anyreaction.
reqm
t��1````\N
February 26,2019
WARNING - Verify design Peraeefers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 1WOM015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design a based only upon parameters shown, and is for on individual building component, not
a tens system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent tackling of individual less web and/or chord members only. Additional temporary and permanent brocing
B ARek'
9Y8 E li
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
tabncation, storage, delNery, erection and bracing of trusses and truss systems, seeANSI7TP11 Quality Criteria, DSB-89 and SCSI Building Component
818 aountlsitlo Road
Safety Informalionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Etlenton, Nc 27932
_ =R&..m. Jab Truss Truss Type Oly PlE12404188
EA -1103 SPEC
NVR, Frederick, MD - 21703, e.zzu s ua a 20io Mn ex industries, inc. nl Nov a iaae.aa 20io rays, 1
ID:qQ8_EhxXc57EmneV1_AijTzE1Q4-ZaJRTPOKJTT_rh6MTln7vHr3l?FVZoSk?gBGd?yKvac
2-2-4 7-2-2 12-2-0 15-5-5 18-11-0 19-10-4
22- -+-4-1 14 -- 4-11-14 3-3-5 3-5-11 0-11-0
5x6 = 3.4 11 5x6 =
8.00 12
3x4 II
Scale = 1:33.8
-" GAS = axa -
3x8 11
7 2-2 _ _ 12-2-0 _ 18-11-0
7-2-2 - _- 4-11-14 - 6-9-0
Plate Offsets (X Y)-- 12:0-3-12 0-1-121 14:0-3-12 0-2-0] [6:0-0-0 0-D-15] ]6:0-1-15 Edgel
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Ver(LL) -0.07 9-10 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.15 9-10 1999 240
TCDL 10.0 Rep Stress Incr YES WB 0.66 HOR(CT) 0.03 6 n/a n/a
BCLL 0.0 ' Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.02 9 1999 240 Weight: 112 lb FT=5%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 6=102003-8, 10=929/0-3-8
Max Harz 10=-171(LC 13)
Max Uplift 6=-88(LC 13), 10=-58(1_C 8)
Max Grew 6=1257(LC 33), 10=1168(LC 32)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1261/118, 3-4=-1261/118, 4-5=-1294/104, 5-6=-1526/108
BOT CHORD 9-10=-72/489, 8-9=-12/1051, 6-8=-32/1122
WEBS 2-9=-100/1060, 3-9=-799/162, 4-9=-167/288, 4-8=-15/336, 5-8=-366/140,
2-10=-1192/140
Structural wood sheathing directly applied or 4-2-9 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (10-12)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 par (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 par on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live Toads.
7) `This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88111 uplift at joint 6 and 58111 uplift at
joint 10.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verify dingre paremetem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111147473rev. 1WON2015 BEFORE USE.
Design valid for use only with MiTeOr connectors. This design Is based only upon parameters shown, and Is loran individual building component, not
a cross system. Before use, the building designer must verity the applicability of design porameters and property incorporate this design into the overall
building design. Bracing lugho. al is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
s always required irritability and to orevenf amlopse with possible personal Injury and property damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and SCSI Building Component
Safety informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314.
(P
No
p
NQ. 60400285
STATE OF 2
IA
IONAi tS 0'
February 26,2019
MiTek'
818 Seendside Road
Edenton, NO 27932
Job Truss -Truss Type ty Ply oo_MidAflant - Eomo8B8
ORDERS EA -11504 HIPS 1 2 Job Reference (optional)
NVR,
iL:EDIfl+EU1
6x8 = 8x8 =
4 5
i Oxi2 = iax12 = 6x10 = 10x12 =
1202 =
Scale = 1:63 2
LOADING (part SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.02 13 >999 360 MT20 137/130
(Roof Snow=30.0) Lumber DOL 1.15 BC OAS Vert(CT) -0.21 13-14 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.04 6 Fla n/a
BCLL 0.0 Code IRC201Sir TP12014 (Matrix) Wind(LL) 0.01 14 >999 240 Weight: 506 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins.
BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except`
4-13,5-11: 2x4 SP No.213, 3-14,6-10: 2x4 SP No.2 or 2x4 SPF No.2
REACTIONS. (Ib/size) 1=13460/0-5-8, 8=13146/0-5-8
Max Herz 1=-211(LC 6)
Max Grav 1=14079(LC 29), 8=13814(LC 29)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-13580/0, 2-15=-13086/0, 3-15=-12951/0, 3-16=-10401/0, 4-16=-10161/0, 4-5=-7782/0, 5-6=-10943/0, 6-17=-14186/0,
7-17=-14352/0, 7-8=-14861/0, 8-18=0/82, 9-18=-0/23
BOTCHORD 1-19=0/9017,19-20=0/9017,14-20={)/9017,14-21=0/8353, 21-22=0/8353,13-22=018353,13-23=017331, 23-24=0/7331,
12 -24=0/7331,11 -12=0/7331,11 -25=0/8926,25 -26=0/8926,26-27=0/8926,10-27=0/8926,10-28=0/9906,28-29=0/9906,
8-29=0/9906
WEBS 4 -13=0/5615,5 -11=0/7211,2 -14=0/744,3 -14=0/3816,3-13=-2535/0,4-11=0/1560,6-11=-2866/0,6-10=0/4757,
7-10=0/734
JOINT STRESS INDEX
1=0.93,2=0.26,3=0.89,4=0.85,5=0.75,6=0.77,7=0.26,8=0.99,10=0.92,11=0.71,12=0.80,13=0.84 and 14=0.57
NOTES- (12-13)
■■
1) 2 -ply truss to be connected together with 1 O (0.120"W") nails as follows:
■
t 0-7-0
Top chords follows: 2x6-2rows
111E ItI
- 2 rows staggered at
Bottom chords connected as follows: 1.5x9.25 - 2 rows staggered at 0-2-0 Co.
chord connected
Webs connected as follows: 2x4 -1 row at 0-9-0 Do.
����
t ST i
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
\```
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Q' »
3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS
v Q�
r �'
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
e
8 (d0. 60400285
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
_^
5) Unbalanced snow loads have been considered for this design.
a % ®
6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
o
0 '- STATE OF a`
non -concurrent with other live loads.
r �Q-
7) Provide adequate drainage to prevent water ponding.IAB'1�;•°°`
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) - This truss has been designed for a live load of thed in reas where a 6f0 tall by 2-0-0 wide willS�PO�Ak
0fit beetween thebottom
ks rd and any other Member endfixity was users in the analysis and design ofe13'
9 P 9 tY Y 9
February 26,2019
AWARNING-Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67478 rev. 1WOM015 BEFORE USE.
■■
Design valid for use only with MTek® connectors. The design 4 based only upon parameters shown, and Is for an individual building componem, not
■
a bass system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional femporary and permanent bracing
Welk'
is always requlred for stability and to prevent collapse with possible personal injury and prop" damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saaANSI/TPII Quality Cdteda, DSB-89 and BCSI Building Component
918 Soundaide Road
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Movemtlria, VA 22314.
Edenton, NC 27932
Job
Truss
Tm55
toss Type
ly
y
00_MidAllaMic
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
&,9 q y�
ik'6 R
MiTek'
is always required forsiability and b prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and BCSI Building Component
E9070ee.
ORDERS
04
HIPS
t
2
Job Reference (optional) _
—
5' 3'0 2015 P 2
NVR,
640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 221 .4 . 4 ago
ID msebe9D&OzVu4PhpgQKpbzpU W3-Qg5LHfAgH_fkzesapc7omDCQMFBSEHE21X32QayQq Wr
NOTES- (12-13)
11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2420 Ib down at 0-2-12, 1730 Ib down at 2-1-11, 1730 Ib down at 4-1-11,
1730 Ib down at 6-1-11, 1730 Ib down at 8-1-11, 1730 Ib down at 10-1-11, 1730 Ib down at 11-3-5, 2420 Ib down at 13-3-5, 2300 lb down at 15-3-5, 2206 Ib down at 17-3-5,
and 2420 Ib down at 19-3-5, and 2146 Ib down at 21-2-9 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others.
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust
wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1A5
Uniform Loads (plf)
Vert: 1-4=-80, 4-5=-80, 5-9=-80, 1-8=-20
Concentrated Loads (lb)
Vert: 1=-2420(B) 19=-1730(8)20=-1730(B)21=-1730(8)22=-1730(8)23=-1730(8) 24= -1730(B)25= -2420(B)26=-2300(8)27=-2206(6) 28=-2420(8) 29=-2146(B)
WARNING.Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMII-7473 rev.10/0312015 BEFORE USE.
Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
&,9 q y�
ik'6 R
MiTek'
is always required forsiability and b prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundslde Road
Safety Informationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NO 27932
Jab
Truss
Truss Type
Ply
E12404189
ORDERS
EA -11505
HIPS
1
1
1
Job Reference (optional)
NVR, Frederick, MD -21703, 5.2261,0 626,6rviucn,nau o;d1,nrv. F -V. „............... =y=
ID:gQS. EhxXc57EmneV1_AijTzEl Q4-VzRBu52br4ji5_Glajpb?ixMcpl?l mblTBgNhuyKvaA
6x8 = 4x8 = Scale = 1:55.1
3.8 II 1z I I 3xB II
3x4 = 6x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.18 9-11 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.36 9-11 >749 240
TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.04 9 n/a n/a
BCLL 0.0 ' Code IBC2018TTP12014 Matrix -S Wind(LL) 0.02 2-12 >999 240 Weight: 153 lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-11
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-1-4,
Right 2x4 SP or SPF No.3 or Stud 3-1-4
REACTIONS. (Ib/Size) 2=1208/0-3-8,9=1208/0-3-8
Max Herz 2=251 (LC 11)
Max Uplift 2=-94(LC 12), 9=-94(LC 13)
Max Grav 2=1818(LC 33), 9=1820(LC 33)
FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 2-4=-1936/125, 4-5=-1520/171, 5-6=-878/185, 6-7=-1506/165, 7-9=-1936/126
BOT CHORD 2-12=-147/1190, 11-12=-68/875, 9-11=-9/1192
WEBS 5-12=-93/517, 6-11=-61/459,4-12=-450/239, 7-11=-450/239
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TC DL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads. tltltV l l i ltpf//� /
6) This hsadequate
u has been rdesigned fora 10.0 psf bottom ainage to prevent water chord live load noncencurrent with any other live loads. �Op... STF#,>
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��\4 �C�
S , STE`•
will ht between the bottom chord and any other members, with BCDL=10.Opsf. ` Q, .•* °r;.�G a� • �G
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 Ib uplift at Q` % (P
joint 9. No. 60900285 •;
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. _
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction -
® e
to a wind speed of 115 mph. ^'0 ,e STATE OF �-
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �O •°' 7 P' o �
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the wiz 'te d! .....
required maximum reaction. /`/,vrsSROf (i EAU tt��vw`4`�
February 26,2019
WARNING - Verify design useve feesand READ NOTES ON THIS AND INCLUDED MNEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE.
Design valid for use only with Mires® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p 1Q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te o'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6tli ! 16
fabrication, storage, delive, erection and bracing of trusses and truss systems, sooAr 1pPlI Quality Criteria, OSB -89 and SCSI Building Component 818 aoundedle Road
Safety intormallonavailable from Turns Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Edenton, NC 27932
Job
Truss
Truss Type
Oty
Ply
ORDERS
EA -11506
COMN
i
1
910 Soundside Road
Safety Information avaIonic from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
- -------E12404190
ab Reference (optional)
NVR, Frederick, MD- 21703, o.,Z s trot o zala IVII1 ok Inuusmes, Inc. rat Nou a in.ac.aa co Io rage I
ID:qQS_EhxXc57EmneV1_AijTzEtQ4-VzRBu52br4ji5 Glajpb?ixMspy9lrh1T8gNhuyKvaA
-0-11-4 5-5-8 10-11-0 11-10A
IO -1t-4 5-5-8 5-5-8 ___10414
4x6 =
Scale = 1:38.4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ucl PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.03 6-8 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.05 6-8 1999 240
TCDL 10.0 Rep Stress [nor YES We 0.10 Horz(CT) 0.01 6 Fila Flat
BCLL 0.0 * Code IBC2018rrP12014 Matrix -S Wind(LL) 0.02 2-8 >999 240 Weight: 6416 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x4 SP or SPF NOS or Stud 3-10-1,
Right 2x4 SP or SPF No.3 or Stud 3-10-1
REACTIONS. (Ib/Size) 2=621/0-3-8.6=621/0-3-8
Max Horz 2=163(LC 11)
Max Uplift 2=-56(LC 12), 6=-56(LC 13)
Max Grew 2=743(LC 19), 6=743(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-691/103, 4-6=-691/103
BOT CHORD 2-8=-3/302, 6-8=-3/302
WEBS 4-8=0/255
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf--30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Parially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 put or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.` tttlltl II I I 1111J///�
`
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S
��x �,. R.?
---::::::]
Jab Truss::: Truss Type Qty Ply
Job Reference (optional) E12404191
ORDERS EA -17507 HIPS 1 1
NVR, Frederick, MD - 21703, u.zzu s ucr a zu Ia ml I ex mausmes, mc. rn rvgv a rz:az:au m.o reign i
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-swE4yo6jfdL BIBINGPmile02gjDi35mcQN8M5yKva5
-Q 1t0 8-100_104-19 12-1-10 113-9-10 f— 22-8-0 23-7-4
6-11-4 8400 1-3-4 2-00 1-8-0 8-10-6
4x6 =
10 11 12 13 14
Scale = 1:56.7
40 39 36 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
8x8 = 5x6 = 3x8 II
-101,
LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Vd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 22 n/r 120 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.00 21 n/r 120
TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 23 the n/a
BCLL 0.0 ' Code IBC2018fTP12014 Matrix -S Weight: 257111 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 14-30.9-34
JOINTS 1 Brace at Jt(s): 41, 42, 43, 44, 45
REACTIONS. All bearings 22-e-0.
(Ib) - Max Ho¢ 40=-251 (LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 31, 33, 35, 36, 37, 38, 29, 28, 27, 26, 25 except 40=-127(LC 8),
23=-156(LC 9), 39=-207(LC 12), 24=-209(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 30, 34, 35, 36, 37, 38, 39, 29, 28, 27, 26, 25, 24, 32 except
40=388(LC 43), 23=361 (LC 47), 31=362(LC 32), 33=345(LC 32)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
TOP CHORD 8-9=-171/256, 21-23=-297/118
WEBS 31-45=-335/57, 42-45=-341/58, 13-42=-311/50, 33-44=-318/39, 43-44=-324/39,
■■
11-43=-294/32,3-40=-275/178
I/--
NOTES. (15-17)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Dpsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; Cantilever left and right exposed ;C -C for members and forces &
'Q
MiTeIe
6V® i Pa
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
810 Sunman. Road
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
t�\t ISTI/
3) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
loads have been for this design.
1111\ //
t 7
R iz
4) Unbalanced snow considered
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
x� )'
non -concurrent with other live loads.
drainage to water
�.. ,°(,Ca �(,�°• ly
Q
6) Provide adequate prevent ponding.
7) All plates are 3x4 MT20 unless otherwise indicated.
° .s(D�
ZNo60900285
8) Gable requires continuous bottom chord bearing.
m
9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
® e
°°°•
10) Gable studs spaced at 1-4-0 Do.
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.°•
' 'd STATE OF
tzj
% ° 7 `' /L
°IA
12 * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
O P•
.........
will ft between the bottom chord and any other members.
31, 33, 35, 36,
F`
4j77/'SS'/O�AL`f�CZtt``x��
13)37, id mechanicalbearing
i 2plat24apaabble of withstanding 100111 uplift at joint(s)
olio) rs)of truss
26onn25 exceptby
127, 23=156,
14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
February 26,2019
WARNING - Verify desf la parametersand READ NOTES ON THISAND INCLUDED MITEK REFERENCEPAGEMII.7472 rev. 10/03/2015 BEFORE USE.
■■
Design valid for use onlywlhtufek®connecbu. This design based only upon parameters Shown, and is for an Individual building component, not
■
a truss system. Before use, the building designer must verily the applicabllily of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
'Q
MiTeIe
6V® i Pa
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPl1 Quality Criteria, DSB-89 and SCSI Building Component
810 Sunman. Road
Safety Informationavoilable from Truss Plate Inslilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job Truss Truss Type Qty Ply
E12404191
ORDERS EA -11507 HIPS �J.bRfrnc e(opllonap _
NVR, Frederick, MD -21703, 8.220 s Oct 6 20 18 MITek mausnlex, Inc, ni nvv c 12:52:40 2016 Page 2
ID:gQS_EhxXc57EmneV1_AijTzEt Q4-swE4yo6jfdL_Bl8jNGPmHe02cdDt35mcQN8M5yKva5
15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
16) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
17) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
1, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10AMaidS BEFORE USE.
Design valid for use only with MReve connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Betore use, the building designer must verify the applicability of design parameters and property incorporale this design into the overall
building des,.. Bracing indicated is to pr event buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
fitltl66 55 tilt
MiTek,
Is always required for slabithy and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPn Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Informatlonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezandda, VA 22314.
Edenton. NC 27932
f Jab
Truss
Truss Type Oty Ply
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2
E12404192
ORDERS
EA -11508
MONO 1 1
WEBS
2x4 SP No.3 or 2x4 SPF Stud
Jab Reference (optional)
NVR, Frederick, MD -21703, a.ZZU s Vat b zu'la ml I en mausmes, mc. On Nov n IZ.gc.4 i ZU m rdyc i
ID:gQS_EhxXc57EmneV1 AIjTzE1Q4-K7oT986LQwTrpvjux_w?EzAXQE30Rakvr47ivYyKva4
-0-1143-3-15 _
0 -ii -0 I 3-3-15
Scale: 1/2"=1'
2x4 II 4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.01 2-5 >999 360 MT20 197/144
1
(Roof Snow=30) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 2-5 >999 240
TCDL 10.0 ReBCLL 0.0p Stress Incr YES M 0.00 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code IBC2018frP12014 atrix-P Wind(LL) 0.00 2 - 240 Weight: 23 to FT=5%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2
TOP CHORD
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2
WEBS
2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
SLIDER
Left 2x4 SP or SPF No.3 or Stud 2-2-12
REACTIONS. (Ib/size) 2=245/0-3-8.5=148/0-3-8
Max Herz 2=161(LC 12)
Max Uplift 5=-104(LC 12)
Max Grav 2=393(LC 19), 5=228(LC 19)
FORCES. ftb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown.
Structural wood sheathing directly applied or 3-3-15 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vuli 30mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb)
5=104.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
A WARNING -Votes design P
Design valid for use only with
a truss system. Before use, in
building des"gn. Bracing find
is always required for stabifitt
fabrkation, storage, delivery
Safety lnformationavallable
ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1
=s'gn is based only upon parameters shown, and is for
Of, the applicability of design parameters and propel
g of individual truss web and/or chord members only.
Plate Institute. 218 N.
10/012016 BEFORE USE.
and BCSI
o. Uri .
%
��_• NO.60900285 °• �'
- m e
STATE OF Q
'///`irs/s'ONA` t��t�'\\\
February 26,2019
iTek'
818 Soundside Road
Edenton, NC 27932
Joh
Truss
Truss Type
Qly
Ply
E12404193
ORDERS
EA -11509
HIPM
1
1
Edenton, NC 27932
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Jab Reference (optional)
NVR, Frederick, MD -21703,
MIN
8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 12:52:42 201
3x4 // Scale =1:ITO
oxo a11
Plate Offsets (X Y)-- (4:0-1-8 Edgel
LOADING (fist) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.23 Vert(LL) -0.00 2-6 1999 360 MT20 197/144
(Roof Snow --30.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.01 2-6 1999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a FIG
BCLL 0.0 ' Code IBC201 BITP12014 Matrix -R Wind(LL) 0.00 2-6 1999 240 Weight: 191b FT=5%
BCDL 1_0.0 _ --
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP or SPF No.3 or Stud 1-5-11
REACTIONS. (Ib/size) 2=245/0-3-8, 6=148/0-3-8
Max Horz 2=115(LC 12)
Max Uplift 2=-7(LC 12), 6=-42(LC 12)
Max Grav 2=411(LC 30), 6=201 (LC 29)
FORCES. (Ib) -Max. Comp./Max. Ten. -AH forces 250 (Ib) or less except when shown
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
WOW A�T.�y 1.'
9e® B ii
3) Unbalanced snow loads have been considered for this design.
818 aoundside Road
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
Edenton, NC 27932
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joint(s) 2, 6.
is designed in the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
k1)tU1V�l1�!blp
`vxt /77j
p,- RZ),i/
9) This truss accordance with
0.78
��
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
`i a Q O°°= (P a
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
= c : N0. 60400285
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
-
required maximum reaction.
s ® t p
r `• STATE OF Q
fi
/�r�ix/SS(Oft1Ai
t���x4t``�
February 26,2019
WARNING. Verify design Pafameren and READ NOTES ON THIS AND INCLUDED AT EK REFERENCE PAGE 111I47473 rev. 1WOV2015 BEFORE USE.
Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and Is for an individual building component, not
o truss system. Before use, the building designer most verfy the appllcabilily of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
WOW A�T.�y 1.'
9e® B ii
fabrication, storage, delivery, erection and bracing of trusses and Innis systems, seeANSIRPII Quality Crueria, OSB -89 and BCSI Building Component
818 aoundside Road
Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
Job
was
loss ype
Only
Ply 00_Mor Ananfic
E9070887
ORDERS
EA -11510
HIPM
1
1
fabrication, storage, delI erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safely Informationavallable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Edenton, NO 27932
Job Reference (optional)
NVR,
,ouanc umwmm.-e evry r=a=.
ID:ms8be9DZzOzVu4PhpgQKpbzpUW3-ulfjU?Bll lnbboRnNJe11QIiEfdXzyzB WBpbyOyQgWq
0-7-7
5x6 = 3 4 3x4 11 Scale = 1:10.3
4Xb II
4X4 =
0-0.14 2-7-1
_..._ ..
Plate Offsets (X Y)-- j3:0-3-9 0-2-8I
LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in floc) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.00 6 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 VertfCT) -0.00 6 >999 240
TCDL 100 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 5 n/a No
BCLL 0.0 Code IRC2015frP12014 (Matrix) Wind(LL) 0.00 6 >999 240 Weight: 201b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins, except
BOT CHORD 2x6 SP No.2 end vertjcals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEDGE
Left: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=256/0-3-8,5=138/0-3-8
Max Horz2=42(LC 10)
Max Uplift2=-4(LC 10), 5=-8(LC 7)
Max Grav2=340(LC 26), 5=251(LC 25)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0175,2-3=-203/0,3-4=0/0,4-5=-191120
BOT CHORD 2-6=-16/70,5-6=-13f71
WEBS 3-6=0/77,3-5=-77/15
JOINT STRESS INDEX
2=0.23,2=0.00,3=0.08,4=0.07,5=0.07 and 6=0.03
NOTES- (11-12)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasdml03mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. Il; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1
3) Unbalanced snow loads have been considered for this design. ` ``llVl Illy/�/
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs Ott II/t7
non -concurrent with other live loads. s, STR z7i
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��" v`� . °G1STFp°°°°• �`� '�
7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. v c NO. 60900286
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 41b uplift at joint 2 and 8 t uplift atjoint 5.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). o 7 °
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to -Q STATE OF It
a wind speed of 115 mph. ai p0 •. /A(E7tpvo, • &`,...
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of % .° , ,•. �C, ,��
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �yixpls`�yONAt-IE��x```�
LOAD CASE(S) Standard
February 26,2019
AWARNING- Verifydesrgaparamaf ms and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-T4]J an, 1WOM015BEFORE USE.
■■
Design valid for use only with MuekO connectors. This design is based only upon parameters shown, and 6 for an individual building component, not
■
a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate the design into the overall
`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Afek'
9�9 9 fd
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delI erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safely Informationavallable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Edenton, NO 27932
ToF--Truss
Truss ype
ty
y
00_MldAllantic
E9070B87
ORDERS
EA -11510
HIPM
1
1
Jab Reference (optionap _
NVR,
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (PI)
Vert: 2-5=-21(F=-1), 1-3=-80, 3-4=-80
7aelG.S.,292015 lud.Orres, nu. a age
ID:msSbegDZzOzVu4PhpgQKpbzpUW3-u1fjU?B1l lnbboRnNJel IQliEfdXzyzBWBpbyOyQq Wq
WARNING- Very design psown fereand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7413 rev. 1WOV2015 BEFORE USE.
Design valid for use only with Mlfek® connectors. She design is based only upon parameters shown, and is for an individual building component, not
a buss system. Before use, the building desgoer must vedfy the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members omy. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
mbricntinn.:mu—, deliverv. eredlon and bracing of trusses and truss systems, sobANSUTPH Quality CMeda, DSB-B9 and 9CS1 Building Component
Sass Plate Institute. 218 N. Lee
MiTek'
818 Sourst Road
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
E12404194
ORDERS
EA 11511
MONO
1
1
010 Soundside Road
Safety Informationovoilable from Russ Plate ImiBole, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
_
___]
Job Reference (optional)
NVR, Frederick, MD- 21703, d.zzu s OCE c ze is lmuerc lnausrtle0, nm. ru emv o eacw am rag. ,
ID:qQS_EhxXc57EmneV1_AijrzE1Q4-GVwDag8cyYjZ2DtH2OzTJOGxp11RvUECIOcozQyKva2
-0-11-0 1-0-12
011-0 - 1-0-12 -�
2x4 II
3
zxa - <x4 I I
Scale = 1:10.1
Plate Offsets (X V)-- (2:0-0-11 0-4-6] _ _
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 2 0999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 2 >999 240
TCDL 10.0 Rep Stress incr YES WB 0.00 Hons(CT) 0.00 n/a PIS
BCLL 0.0 Code IBC2018FTPl2014 Matrix -P Wind(LL) 0.00 2 "**" 240 Weight: 8 l FT=5%
BCDL 10_.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=16910-3-8,4=30/0-3-8
Max Horz 2=55(LC 12)
Max Uplift 2=-25(LC 12),4=-1 6lLC 12)
Max Grav 2=233(LC 19), 4=38(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and fomes &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1A 5 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 par or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will it between the bottom chord and any other members.f ` `vvtf
ftttl I I lI I1fF/F '
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. !!
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIFTPI 1. �� N. R,>k /!! ///
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction .
to a wind speed of 115 mph. �\ `4° �tSTEq
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of d ;° Q`� F6 °°, (jt
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. = c : No. 60400285 °a
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the _
required maximum reaction. ® e a
'a °a STATE OF Cc
February 26,2019
WARNING -Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. fNOL2015 BEFORE USE.
■■■
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for on individual building component, not
a truss system. Before use, the building designer mull verity the applicabitity of design pammelers, and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
y
B RiTek
!V® @6.
s always requked for stability and io prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and BCSI Building Component
010 Soundside Road
Safety Informationovoilable from Russ Plate ImiBole, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Jab
Truss Type
Qty
Ply
E12404198
JTruss
ORDERS
EA -11517
COMN
1
1
Job Reference (optianall
NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Now 9 12.52.53 2018 Page 1
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-z0 W?gFGtbc_8FIeCeVBpjVge73AMEyTgcxl KJryKvZu
10-8-13 21-5-10
~— 10-6-13 - 10-8-13
4x6 =
32 31 30 29 28 27 26 25 24 23 22 21 20 19 18
5x6 =
Scale = lGia
Plate
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deg L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) me - PIG 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) Thai - n/a 999
TCDL 10.0 Rep Stress [net YES WB 0.21 Horz(CT) 0.01 17 BIG me
RCLL 10.0 L 0.0* Code IBC2018rTP12014 Matrix -S Weight: 183 IS FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 9-25,8-26,10-24
REACTIONS. All bearings 21-5-10.
(Ib) - Max Ho¢ 1=248(LC 9)
Max Uplift All uplift 1001b or less at joint(s) 17, 25, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19, 18
except 1=-117(LC 10)
Max Grew All reactions 250 In or less at joint(s) 1, 17, 25, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20,
19,18
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-336/208, 2-3=-275/186, 16-17=-293/143
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TC LL: ASCE 7-16; Pf--30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is= 1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been Considered for this design.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chard bearing.
7) Gable studs spaced at 0-0-0 Go.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 17, 25, 26, 27,
28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19, 18 except Gt=lb) 1=117.
11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
AWARNING. Ver11y design Parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 14II-7413 rev.1WOV2015 BEFORE USE.
Design valid for use only with MOek®conneclors. This design is based only upon Parameters shown, and is for on indlvidual building componem, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse vrdh possible personal Injury and properly damage. For general guidance regarding the
labricalioa, storage, delivery, erection and bracing of trusses and truss systems, sacANSIRPII Quality Criteria, DSB-89 and BCSI Building Component
Safely Informaflonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.
W/
No. 60400285
® e as
STATE OF ° ¢`
February 26,2019
—p.
!Tek®k'
818 Soundaide Road
Edenton, NC 27932
____]
Job
Truss
Truss Type
10,
a truss system. Before use, the building designer must verify the applicability of design paramelers and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
A N ek
ds➢6 R
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, slorage, delivery, erection and bracing of trusses and truss systems, s..ANSIPPII Quality Criteria, DSB-89 and BCSI Building Component
E12404199
ORDERS
EA -11520
SPEC
=Job
erence (optional)
NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Nov 9 12:52:55 2018 Page 1
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-wpe15wH77EEsU3oblwAHowmoztdtiijz3F W RNkyKvZs
4-2-12 8-5-8 10-7-12 14-6-10 18-5-8 23-10-9 29-3-9 34-11-0 35-10s4
4-2-12 4-2-12 2 2-4� 3-10-14 3-10-14 55-1 5-5-1 r 5-7 7 0-11-4
4.6 II
18 6
5x6 = 15 14 iv `. 13 5x6 =
3x4 = 6x8 = 48 = 5x7
Scale = 171.7
LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 425 13-14 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.43 13-14 >965 240
TCDL 10.0 Rep Stress Incr YES WB 0.67 Hom(CT) 0.11 10 n/a n/a
BCLL 0.0 Code IBC2018/TPI2014 Matrix -5 Wind(LL) 0.11 13-14 >999 240 Weight: 225 lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 Be bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-14, 7-13, 5-13
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=1730/0-3-8,10=1819/0-3-8
Max Ho¢ 1=-288(LC 8)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Gran, 1=2206(LC 35), 10=1824(LC 39)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3331/306, 2-3=-2885/274, 3-4=-2487/276, 4-5=-3092/403, 5-6=-1881/291,
6-7=-17741296, 7-9=-2390/287, 9-10=-2647/254
BOT CHORD 1-15=-366/2604,14-16=-219/2231,13-14=-132/1931, 12-13=-56/1751, 10-12=-10312058
WEBS 2-15=-442/178, 3-15=-27/401,3-14=-89/806, 4-14=-1829/277, 6-13=-231/1562,
7-13=-775/263, 7-12=-72/521, 9-12=-301/207, 5-13=-1227/291, 5-14=-229/1333
NOTES- (10-12)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) except Qt=lb)
1=175,10=182,
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
O.
No .60900285 J-
® m e
STATE OFIs
February 26,2019
,-WARNING-Vedrydcelgnperemeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473ne, 1WOV2016 BEFORE USE.
Design valid for use only with Mlrek® connectors. Thl deeign is based only upon parameters shown, and ix for on Individual building component, not
10,
a truss system. Before use, the building designer must verify the applicability of design paramelers and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
A N ek
ds➢6 R
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, slorage, delivery, erection and bracing of trusses and truss systems, s..ANSIPPII Quality Criteria, DSB-89 and BCSI Building Component
918 Soundeide Road
Safety Informationavailable from Truss Plate institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
f
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
f�OIl
MOW
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeAN51/TPII Quality Cdlerla. DSB-89 and BCSI Building Component
E12404200
ORDERS
EA -11521
SPEC
1
IL
Reference o banal
NVR, Frederick, MD -21703,
4x6 II
8.220 5 Oct 6 2016 MI eK
17
Inc. Fn Nov a i2:02:56 208
4x6 = 5x7 = 4x8 = 5x7 =
d
0n
jo
Scale = 171 2
LOADING fpsf) SPACING- 2-0-0 CSI. DEFL. in floc) WellLid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.24 12-13 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.43 12-13 >973 240
TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.12 9 n/a n/a
BCLL 0.0 * Code IBC2018TTP12014 Matrix -S Wind(LL) 0.0912-13 >999 240 Weight 2121b FT 5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
4-6: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at Tricot 7-12,5-12
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-1-15
REACTIONS. (Ill 1=1730/0-3-8.9=1819/0-3-8
Max Herz 1=-288(LC 8)
Max Uplift 1=-175(LC 12), 9=-182(LC 13)
Max Grav 1=2187(LC 35), 9=1819(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-3222/260, 3-4=-2515/272, 4-5=-3269/321, 5-6=-1988/286, 6-7=-1800/295,
7-8=-2385/286, 8-9=-2642/253
BOT CHORD 1-14=-301/2464,13-14=-339/3135,12-13=-183/2219,11-12=-56/1738, 9-11=-103/2056
WEBS 3-14=-33/1294, 4-14=-1342/97,6-12=-202/1509,7-12=-765/262, 7-11=-70/518,
8-11=-298/205,5-12=-1318/295,5-13=-100/1018,4-13=-1007/215
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opel, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 t�{{VI I I U 7 /
3) TCLL UnbalancedE 7-16;now loads have been DOL=1.1 Plate
or s design,l5); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10 \`` t`� S,F� x/777,/
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding. J Q'� Fa ': N v
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = i : NO. 60400285
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 1 O.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) Al STATE OF
1=175,9=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. ��0 `• ://fin CA��:> e:°�/
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction ��speed of 115 mph. �
11) Design to a check d for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of /,x7j/!/SfIIN A` it k"s,
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the February 26,2019
;WARNING -Verify design pararati a and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473rev. 1WON2015 BEFORE USE.
■
Design veld for use only with Mireke connectors. This design is based only upon parameters shown, and Is for an individual building component, not
■
a truss system. Before use, the building designer must verify the applioabilily of design parameters and properly incorporate this design into the overall
f
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
f�OIl
MOW
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeAN51/TPII Quality Cdlerla. DSB-89 and BCSI Building Component
818 Soundless Road
Safety eformoflonavoitable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
----:]
Truss
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &`
I Eff//!
PiyE12404201
`t((!tttt,
!?
!
`xx P. R,KTy !(!
`
ORDERS
E--11522
�TypeQty
1
1
;
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
— °
8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
r °,° STATE OF
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Job Reference (optiana0
NVR, Frederick, MD- 21703, 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Nov 912:52:58 2018 Page 1
ID:3tzdCRoEOMSFMaHAwjrPuzEOal-KOKujyKOQ9cRLWWAR2k_QYNIE4gOv1JQIDl5 3yKvZp
2-5-8 47 -12 9-3-0 1340-4 18-5-8 23-10-9 29-3-9 -_, 34-11-0 3§_-10j4
2-5-8 2-2-4 4-]-4 4-]-4 4-7-0 5-5-1 5-5-1 5-7-7 0'-11-4
800)
4.6 II
20
3x4 11 5x7 = 6x6 — 4x4 = 4x8 = 6x8
0(_ In
Scats = 1:]3.9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.26 11-12 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.42 11-12 >981 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.13 9 n/a are
BCLL 0.0 ' Code IBC2018fFP12014 Matrix -S Wind(LL) 0.12 13 >999 240 Weight: 2221b FT=5%
BCDL 10.0 __- --- _
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except` BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing.
1-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-13, 5-12, 7-12
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=1730/0-3-8,9=1819/0-3-8
Max Horz 1=-288(LC 8) _
Max Uplift 1=-175(LC 12), 9=-182(LC 13)
Max Grav 1=2127(LC 35), 9=1819(LC 1)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3229/266, 2-3=-4183/359, 34=-3566/296, 4-5=-2666/283, 5-6=-1889/290,
6-7=-1758/297, 7-8=-2387/285, 8-9=-2644/252
BOT CHORD 1-16=-348/2447, 15-16=-348/2453, 14-15=-480/4299, 13-14=-285/2856,12-13=-1 46/2068,
11-12=-57/1737,9-11=-102/2057
WEBS 2-15=-162/2327, 3-15=-1549/161, 3-14=-1562/211, 4-14=-231`719, 4-13=-1167/206,
5-13=405/928, 5-12=-1321/270, 6-12=-215/1562, 7-12=-769/260, 7-11=-66/531,
8-11=-298/205
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &`
I Eff//!
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
`t((!tttt,
!?
!
`xx P. R,KTy !(!
`
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 list on overhangs
\��� •.......
1 tSTF °'•. t�
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
r
= f NO. 60400285
6) All plates are MT20 plates unless otherwise indicated.
;
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
— °
8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
r °,° STATE OF
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
°e: �IZ
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=1b)
1=175,9=162.
10) his truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITTPI
1
February 26,2019
WARNING - veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473arse 1WOV2015 BEFORE USE.
Design valid far use only with Mnek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
S
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
buliding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
f+ ek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fobdcollon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUrPII Quality Criteria, DSe-89 and BCSI Building Component
818 S nimidde Road
Safety Informailonavailable from Truss Plate Institute, 218 N. Lee Sheol, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss=Trmanype
Design valid for use only with Mick® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
Qty
PiyE12404201ORDERS
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
EA -115227
s always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the
1
1
LobReference
Safety Informatlonavistoble from Truss Plate Institute, 218 W Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
(optional)
IvvN, rreaencrc, mu - zT jus, as ��• _=H�
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-K0KujyKOQ9cRLWWAR2k QYNIE4gOviJQIDlS_3yKvZp
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Ved7y design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCEPAGEMII-7473 rev. 10003/2015BEFORE USE.
Design valid for use only with Mick® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
YSVG i 1i
MiTeR'
s always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/IPII Quality Criteria, DSB-89 and SCSI Building Component
818 Sonndside Read
Safety Informatlonavistoble from Truss Plate Institute, 218 W Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD -21703,
3-9-9
3x4 =
5x6 i 6x8 i 7
8.220 a Oct 6 2018 MlTek Industries, Inc. Fn Nov 9 12:53:00 2018
3x4 = 6.12 =4x8 II 4.8 II 6.12 = 3x4 11
3x4 =
Scale =1:75.7
LOADING lost) SPACING- 2-0-0 CSI. DEFL. in floc) I/def] Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.17 10-12 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.36 10-12 1999 240
TCDL 10.0 Rep Stress [nor YES WB 0.70 Horz(CT) 0.10 10 n/a n/a
BCLL 0.0 * Code IBC20187TPI2014 Matrix -S Wind(LL) 0.11 10-12 1999 240 Weight: 269 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied.
1-4: 2x4 SP NoA, 7-9: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
9-11: 2x4 SP 2250F 1.9E or 2x4 SPF 2100F 1.8E WEBS 1 Row at Tricot 5-15,6-13
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
13-15: 2x12 SP No.2
WEBS 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=173010-3-8,10=1819/0-3-8
Max Horz 1=-291(LC 8)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Grew 1=2127(LC 35), 10=1819(LC 1)
FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3263/293, 2-3=-2904/281, 3-4=-2407/308, 8-9=-2131/290, 9-10=-2580/226,
4-5=-1723/315, 5-6=-1536/308,6-8=-1454/280
BOT CHORD 1-16=-345/2563,15-16=-240/2328,13-15=-69/1593,12-13=-76/1981, 10-12=-71/1972
WEBS 4-15=-85/762, 5-15=-353/383, 6-13=-500/340, 8-13=-125/924, 2-16=-320/143,
9-13=-612/253, 3-15=-781/192
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opal, h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb)
1=175,10=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
AiA WARNING -Verity design Psremeters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW473 rev. 1WON2015 BEFORE USE.
Design valid far ase only with Mil connectors. This design is based only upon parameters shown, and is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of IculAdual truss web and/or chord members only. Additional temporary and permanent bracing
I, always mqulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and braning of trusses and truss systems, seeANSIAPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Informationavailable from Truss Plate institute, 218 N. Lee Model, Sell. 312, Alexandda. VA 22314.
uttUSTF?2,k
C\BTE t�(P
No. 60400285
STATE OF
February 26,2019
MOW
818 8oundside Road
Edenton, NC 27932
TussrussType
Ot=Job
=0RDERS]E'A
-11523
SPEC
1
(optional)
NVR, Frederick, MD -21703,
3-9-9
3x4 =
5x6 i 6x8 i 7
8.220 a Oct 6 2018 MlTek Industries, Inc. Fn Nov 9 12:53:00 2018
3x4 = 6.12 =4x8 II 4.8 II 6.12 = 3x4 11
3x4 =
Scale =1:75.7
LOADING lost) SPACING- 2-0-0 CSI. DEFL. in floc) I/def] Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.17 10-12 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.36 10-12 1999 240
TCDL 10.0 Rep Stress [nor YES WB 0.70 Horz(CT) 0.10 10 n/a n/a
BCLL 0.0 * Code IBC20187TPI2014 Matrix -S Wind(LL) 0.11 10-12 1999 240 Weight: 269 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied.
1-4: 2x4 SP NoA, 7-9: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
9-11: 2x4 SP 2250F 1.9E or 2x4 SPF 2100F 1.8E WEBS 1 Row at Tricot 5-15,6-13
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
13-15: 2x12 SP No.2
WEBS 2x4 SP No.2 or 2x4 SPF No.2
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=173010-3-8,10=1819/0-3-8
Max Horz 1=-291(LC 8)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Grew 1=2127(LC 35), 10=1819(LC 1)
FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3263/293, 2-3=-2904/281, 3-4=-2407/308, 8-9=-2131/290, 9-10=-2580/226,
4-5=-1723/315, 5-6=-1536/308,6-8=-1454/280
BOT CHORD 1-16=-345/2563,15-16=-240/2328,13-15=-69/1593,12-13=-76/1981, 10-12=-71/1972
WEBS 4-15=-85/762, 5-15=-353/383, 6-13=-500/340, 8-13=-125/924, 2-16=-320/143,
9-13=-612/253, 3-15=-781/192
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opal, h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb)
1=175,10=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
AiA WARNING -Verity design Psremeters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW473 rev. 1WON2015 BEFORE USE.
Design valid far ase only with Mil connectors. This design is based only upon parameters shown, and is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of IculAdual truss web and/or chord members only. Additional temporary and permanent bracing
I, always mqulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and braning of trusses and truss systems, seeANSIAPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Informationavailable from Truss Plate institute, 218 N. Lee Model, Sell. 312, Alexandda. VA 22314.
uttUSTF?2,k
C\BTE t�(P
No. 60400285
STATE OF
February 26,2019
MOW
818 8oundside Road
Edenton, NC 27932
Joh
■
Truss Type
Qiy
Ply
El2404202
::Truss
ORDERS
EA -11523
SPEC
1
1
8188oundsl0e Road
Safety Informatl..wnlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edam. , NC 27932
_
Job Reference (optlonap _
NVR, Frederick, MD- 21703, 8.220 s Oct a 2018 Nn r en muussn., Inc. Full— .....,.,..... —,., rage Z
ID: 3tzdCROEOtwSFMaHAwjrPuzEOal-GnSeeeLGyml9bggYYTmSVZTd uKXNOZiDXEC3xyKvZn
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjustwind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
wARNdm. verity design paremetem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.18/83/2015 BEFORE USE.
■
Design valid for use only with MTek® connections. This design Is based only upon parameters shown, and is for an individual building component, not
■
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
i
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing
�re'
AA�SiiCC
88 VV 6699
/s always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of losses and truss systems, seeANSI(4PII Quality Criteria, DSB-89 and SCSI Building Component
8188oundsl0e Road
Safety Informatl..wnlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edam. , NC 27932
Job JTruss Tmss Type =QtyE12404203
SEA -11524 SPEC ce (opl'onap
NVR, Frederick, BID -21703,
B689q
B.LLV aOut a 20101VI11GR n dm,idea, nop. F,i Nuv o 12.53.022 ,u Pvyc,
SFMaHAwirPuzEOal-D9ZPZKNXUN7tg8gxguowbOY_Ki2mryz?grjJ7gyKvZl
5x6 II Scale= 1:77 A
7
5x6 = 1a 18 f la eu - 1. 14 5x6 =
4x8 II 4.8 11 4x8 It 6x12 =
6,8 =
4x12 =
I514h
so 6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deftL/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.18 16-17 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 VertfCT) -0.28 16 1999 240
TCDL 10.0 Rep Stress [nor YES WB 0.57 Horz(CT) 0.10 11 PIG n/a
BCLL 0.0 ' Code IBC20187TPI2014 Matrix -S Wind(LL) 0.10 16 1999 240 Weight: 293 to FT 5%
BCDL 10.0 --
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except" TOP CHORD Structural wood sheathing directly applied.
5-7: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2D *Except* WEBS 1 Row at midpt 5-16, 8-14, 5-17
11-15: 2x4 SP No.2 or 2x4 SPF No.2, 14-16: 2x12 SP No.2 JOINTS 1 Brace at Ji(s): 6
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
9-13,10-13: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF NO.2
REACTIONS. (Ib/size) 1=1730/0-3-8,11=1819/0-3-8
Max Herz 1=-291(LC 10)
Max Uplift 1=-175(LC 12), 11=-182(LC 13)
Max Greg 1=2218(LC 35), 11=1830(LC 39)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3344/283, 2-3=-3041/320, 3-4=-2421/302,7-8=-2145/358, 8-9=-2133/263,
9-10=-2486/284, 10-11=-2684/248, 4-5=-1914/280, 5-7=-2922/480
BOT CHORD 1-19=-340/2602, 18-19=-232/2236, 17-18=-152/1914, 16-17=-169/2228, 14-16=-25/1445,
13-14=-72/1956,11-13=-110/2088
WEBS 5-16=-1008/335, 6-16=-361/1828, 6-7=-370/1868,7-14=-235/1117,8-14=-484/185,
2-19=-406/166, 9-14=-397/183, 3-18=-706/175,4-18=-99/1014, 5-17=-1051/57,
3-19=-71/504
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=S0psf; h=33ft; Cat. ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
1=175,11=182.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
\\\`'\0iit1 {Slf I�tI,sj//'`77ji
Om
�= No, 60900285 '•'=
STATE OF Q
��7i7js`SIONAL% F\S\
Null t
February 26,2019
WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101.7473 row. 1WOV2015 BEFORE USE.
Design valid for use only with Wards connerfim. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer most verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fobncafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfTPil Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road
Safety Informationavoilable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
E12404203
ORDERS
EA -11524
SPEC
1
1
Job Reference optional)
NVR, Frederick, MID -21703,
8.220. va o colo NnTek nmu.nie., In, Fri Novo c.uoma ay. r.,.Z
ID:3tzdCRoEOtwSPMaHAwjrPuzE0a1-D9ZPZKNXUN7tg8gxguowbOY_Ki2mryz?grjJ7gyKVZI
NOTES- (12-14)
11) Graphical purlin representation does not depict the size or the orientation of the purim along the top and/or bottom chord.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
Al WARNING -N
Design valid for
truss system. 2
and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 111II-7473 one 1NOM015 BEFORE USE.
onnedod. This design Is based only upon parameters shown, and Is for an individual building componem, not
o the overall
permanent bracing
,g the
truss
SCSI
MiTek'
818 Sovndski. Road
EEenlon, NC 27932
Jab
Truss
Truss Type
Qly
Ply
g� �„
ekbuilding
5 R
iV iVi iT'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIlTPII Quality Credo, DSB-89 and BCSI Building Component
618 Sou ideide Read
Safety Information ivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
E12404204
ORDERS
EA -11525
SPEC
1
]:JobRefenenceonaft
(opti
NVR, Frederick, MD - 21703, 8.2zu s Qcr b zu id ml1 ex Inausries, ma. Friday a I[.oa.uY m o rage
I D:3tzdCRoEOtwSFMaHAwjrPuzEOa1-9Yh9_?On?7Nb3R_JnJrOgpdJzVilJll179CPCiyKvZj
4-8-4 8-5-13 10-712 12-9-6 -A 22-3-8 265-3 342-12 34-11-0 3 -10
4-84
—� 33-99 24-15 &t-10 5-8-185 2 3-10-0-1 4-1-11 ` 3-9-9 4-8-0
5x6 11
6
25
5x6 = 16 15 13 '- -- - - axe —
3x8 = 5x10 = 4x8 11
3x4 = 4x8 11 6x12 = 3x4 =
4x8 11
Scale =1:74 D
I
I?
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.19 15-16 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.35 1-16 >999 240
TCDL 10.0 Rep Stress [net YES WB 0.91 HOrz(CT) 0.11 10 n/a n/a
BCLL 0.0 * Code IBC2018ITP12014 Matdx-S Wind(LL) 0.09 15 >999 240 Weight: 2751b FT=5%
BCDL 10.0 - - __ -- --- ----
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 SP No.2 or 2x4 SPF NO.2 *Except* 2-2-0 oc bracing: 1-16.
13-15: 2x12 SP No.2 WEBS 1 Row at midpt 7-13
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
8-13,8-12,9-12: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/Size) 1=1730/0-3-8,10=1819/0-3-8
Max Ho¢ 1=-289(LC 10)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Grev 1=2209(LC 35), 10=1819(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (16) or less except when shown.
TOP CHORD 1-2=-33121299, 2-3=-2862/277, 6-7=-2118/357, 7-8=-2111/263, 8-9=-2468/285,
9-10=-2666/248, 3-4=-2245/266, 4-5=-2742/295, 5-6=-2911/446
BOT CHORD 1-16=-353/2582, 15-16=-242/2571, 13-15=-25/1490, 12-13=-7211937, 10-12=-110/2074
WEBS 6-15=-327/1751, 6-13=-235/1110, 7-13=-480/182, 2-16=-449/177, 3-16=-55/1107,
4-15=-645/117, 4-16=-948/96, 5-15=-687/231, 8-13=-397/184
NOTES. (10-12)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & F1FtlIs-l�1rf//f/ /
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1A5); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 \��� P,. R,>Y 7/�z
3) Unbalanced snow loads have been considered for this design. `�` ,.=°�'cJ°T ,°°
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs �
V Q` e: `"O
non -concurrent with other live loads. ,� `�.' 8 B' b urf
5) Provide adequate drainage to prevent water ponding. NO. 66406285 % — =
6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL=10.0psf. ® '
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=1b) 4 ° STATE OF
1=175,10=182.
'SSa
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1.
/SSrI
ONA` t�````\'
February 26,2019
WARNING. verity design parame era end READ NOTES ON THIS AND INCLUDED MTFEK REFERENCE PAGE 1411-7473as, 1WOV2015 BEFORE USE.
Design valid for use only with MBekO cooneclors. This design is based only upon parameters shown, and is for an individual building component, not
a Bros system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ra
design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
g� �„
ekbuilding
5 R
iV iVi iT'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIlTPII Quality Credo, DSB-89 and BCSI Building Component
618 Sou ideide Read
Safety Information ivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
PIY
E12404204
ORDERS
EA -11525
SPEC
1
t
Edenton, NC 27932
Jab RefereITOff a ioneq_
NVR, Frederick, MD -21703, a.«vsvcr ...v _ aacc
ID:3tzdCROEOtwSFMaHAwjrPuzE0al-9Yhg_?On??Nb3R_JnJrOgpdJZViIJ11179CPCiyKVZj
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING-Verif areggnparametersand READ NOTES ON THISANDINCLUDEDMITSK REFERENCE PAGE 111II-7470rev. ITAI=015 BEFORE USE.
Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and B for an indlvidual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing
iT
9�9 ®el.
Y PC
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The
is
fabrication, storage, acted , erection and bracing of Tresses and truss systems, sddANSI(1PII Quality Criteria, OSB -89 and BCSI Building Component
818 Souru side Ro.d
Safety Inrormationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
E12404205
ORDERS
EA -11526
SPEC
1
7
r m e e
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
-0 e, STATE OF �` e
will ft between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
'JS ^. 14 "
i O °° fn� e,` P e,
!� qV *•fir V(7(p,
7i7 FS+
1=175, 10=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2305.1 and referenced standard ANSI/TPI 1.
Job Reference (optional) _ ^ _^ ^^
NVR, Frederick, MD -21703,
5.6 II
a.«usvcr 620i6 Mien
Scale = 174.0
48 = 6x12 = 4.8 Ij 3x4 = Y°1 ° 6x12 = 3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Udefl Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.19 15-18 >999 360 We
T20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.34 15-16 >999 240
BCDL 10.0 Rep Stress Incr YES WB 0.88 HOrz(CT) 0.12 10 File n/a
BCDL 0.0 * Code IBC20187TPI2014 Matrix -S Wind(LL) 0.09 15 >999 240 ight: 266 lb FT
LUMBER-
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
4-6: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 2-2-0 oc bracing: 15-16.
13-15:2x12 SP No.2 WEBS 1 Row at midpt 7-13
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
8-13,8-12,9-12,4-16: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP or SPF No.2
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-1-9
REACTIONS. (Ib/size) 1=1730/0-3-8, 10=1819/0-3-8
Max Herz 1=-289(LC 10)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Gray 1=2191(LC 35), 10=1819(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-3243/251, 6-7=-2093/358, 7-8=-2113/263, 8-9=-2467/284, 9-10=-2666/248,
3-4=-2505/264, 4-5=-3010/272, 5-6=-3001/441
BOT CHORD 1-16=-294/2488, 15-16=-357/3240, 13-15=-22/1523, 12-13=-73/1941, 10-12=-11012073
WEBS 6-15=-320/1862, 6-13=-245/1095, 7-13=-487/186, 8-13=-397/183, 3-16=-25/1314,
4-15=-1015/203, 5-15=-813/270, 4-16=-1538/128
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
ilitilil I II 17
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
177
vvvv 7/
,
2 TOLL: ASCE 7-16; Pf=30.O par (LWFRS for reactions shown; am DOLer =1?15 Plate DOL --D10.15 ; Is=1.0; Rough Cat B; Partial) Exp.; Ce=1.0; Cs=1.00; Ct=1.10
P ) Y P
��\\
'' A °`° tSTE
3) Unbalanced snow loads have been Considered for this design.r�O
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 lost on overhangs
z• Q` Q =e`
non -concurrent with other live loads.
= c NO. 60900285 ,
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
r m e e
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
-0 e, STATE OF �` e
will ft between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
'JS ^. 14 "
i O °° fn� e,` P e,
!� qV *•fir V(7(p,
7i7 FS+
1=175, 10=182.
9) This truss is designed in accordance with the 2018 International Building Code section 2305.1 and referenced standard ANSI/TPI 1.
('j �
v�
0�
7j77j/S�ONA`
t�iJ```
/
OnIII
February 26,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Miebe connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design porameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
s always rest for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUPPll Quality Cdleria, DSB-89 and BCSI Building Component 818 Soundelde Road
Safety Informattonavailable horn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. brander, NC 27932
Job Truss Truss Type QlY PIY
Job Reference (optional) Et2404205
ORDERS EA -11, SPEC 1 1 —
NVR, Frederick, MD - 21703, 8.220 a Oct 6 2018 MITek Industries, Inc. Fri Nov 9 12.53.06 2018 Page 2
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-SwpvPhQ1 XcdIJ171vklslEjfUJONngAbbThW GbyKvZh
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
,gam WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED al REFERENCE PAGE 11II-7479 rev.10/09/2015 BEFORE USE.
Design void for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated 6 to prevent buckling of iandidual truss web and/or chord members only. Additional temporary and permanent bracing
W e�4�Pe1.'
9M� !
I, always required fontabtlify and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the
Iobdcafion, storage ,delivery, erection and bracing of trusses and truss systems, seeANSI(IPII Quality Criterk, USE 89 and SCSI Builtling Component
Bta Seundslde Read
Safety Nformationavailable from Truss Plate Ins0lute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Edenton, No 27932
Jab Truss Truss Type Qty Ply
E12404206
ORDERS EA -11527 SPEC 1 1
Job Reference o lionai
NVR, Frederick, MD -21703,
8.00 )
IR
5-2-4
a.mvs Cut o 26 i a rvnren inuusu ms, nw. r„Nuv o,c.53.G cv,o
5.6 11 Scale = 1:74.0
3x4 11 5x7 = 3x6 = 5x10 = 4x8 11
3x4 = 4x8 II Bx12 = 3x4
M-2 to
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 15"0 106)
I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.23 15-16 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.36 15-16 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress ]nor VES WB 0.84 Horz(CT) 0.11 10 n/a n/a
BCLL 0.0 * Code IBC2018rTP12014 Matrix -S Wind(LL) 0.11 15-16 >999 240 Weight: 270111 FT 5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing.
10-14: 2x4 SP No.2 or 2x4 SPF No.2, 13-15: 2x12 SP No.2 WEBS 1 Row at midpt 7-13
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
8-13,8-12,9-12: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8, 10=1819/0-3-8
Max Herz 1=-293(LC 8)
Max Uplift 1=-175(LC 12), 10=-182(LC 13)
Max Grav 1=2146(LC 35), 10=1819(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=3284/266, 6-7=-2077/358, 7-8=-2113/263, 8-9=-2467/284, 9-10=-2666/248,
2-3=-4161/357, 3-4=-3730/309, 4-5=-2872/281, 5-6=-2849/432
BOT CHORD 1 -18= -347/2505,17 -18=-34812501,16-17=-477/4293,15-16=-312/3029,13-15=-23/1501,
12-13=-72/1940,10-12=-110/2073
WEBS 6-15=-315/1826, 6-13=-243/1096, 7-13=-488/186, 3-17=-1763/165, 4-15=-967/179,
2-17=-169/2421, 5-15=-706/236, 4-16=-2/494, 3-16=-1429/188, 8-13=-397/183
NOTES- (11-13)
1) Wind: ASCE 7-16; VUlt=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TC LL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 pat or 1.00 times Flat roof load of 30.0 par on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 1O.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
1=175,10=182.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI
1.
�T No.60900285
— a m
STATE OF tt'
Ss1ONA` O��x``�
February 26,2019
WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MRI -7413 rev. 1WOV2015 BEFORE USE.
Design valid for use only with Wave connectors. This desgn is based only upon paramelers shown, and Is for an individual building component, not
a imss system. Patore use, the building designer must verify the applicabllily of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web antl/orchord members only. Additional temporary and permaneni bracing MiTek'
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, detivery, erection and bracing of trusses and truss systems, seeANSUffnI Quality Chiang, DSB-89 and SCSI Building Component 818 Soundside Road
Safety Inforradionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Edenton, NC 27932
-----J
Job Truss Truss Type =KY
E12404206
ORDERS EA-11527 SPEC ence (optianah
NVR, Frederick, MD - 21703, 6.226 s Gu a cu io v 7 .k ,; ..,,, _ =s=
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-Z7Njcl Qflwl9wviuSR051SFpOjmC W 7?kg7Q4pl yKVZg
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 .1 1WOM015 BEFORE USE.
Design valid for use only wllh green, ommeci.e. This design is based only upon parameters shown. and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MMI
RI'H!elk
is always required for stability and io prevent collapse with possible personal injury and property damage. For general guidance regarding the 99��99 !!
fabrication, storage, delivery, erection and bracing of undoes and truss systems, s00ANS11flPil Quality Criteria, DSB-89 and BCSI Building Component 815 Soundside Road
Sofety Iniormatlonavailabie from Russ Plate Institute, 218 N. Lee Street, Sulfa 312, Alexandra, VA 22314. Edenton, NC 27932
Job Truss Truss Type Qty Ply
E12404207
ORDERS EA 11528 HIPS 1 1
_ Job Reference o ticna0 -_
NVR, Frederick, MD -21703, 8.220suct oeviamuenmuusnrcs,mc. nnvav 912.e3.G.2018 r
3x, —
3x8 11 3x4 = 4x8 = 3x4 = 4x4 = 3x4 = 3x8 11
G6DEg
8x8 G 5x7 = Scale =1:60.3
le
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) War
L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 10-11 >999 360 MLT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.14 10-11 >999 240
TCDL 10.0 Rep Stress [nor YES WB 0.87 Horz(CT) 0.02 8 IT n/a
BCLL 0.0 * Code IBC2018/TP12014 Matrix -S Wind(LL) 0.03 8-10 >999 240 Weight: 211 Ib FT=5%
BCDL_ 10.0 ---
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins.
4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* WEBS 1 Row at mul 4-13, 3-13, 5-13,6-11
1-12: 2x4 SP No.2D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. Qb/size) 13=2142/0-3-8, 1=420/0-3-8,8=788/0-3-8
Max Harz 1=-252(LC 8)
Max Uplift 13=-185(LC 12), 1=-37(LC 12), 8=-130(LC 13)
Max Grav 13=2994(LC 33), 1=579(LC 33), 8=1058(LC 33)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-664/52, 2-3=-420/125, 3-4=0/935, 4-5=0/659, 5-6=-290/246, 6-7=-1006/192,
7-8=-1336/163
BOT CHORD 1-14=-178/554, 10-11=0/504,8-10m-40/984
WEBS 4-13=-802/68, 5-11=-116/913, 2-14=-548/190, 3-14=-66/661, 3-13=-969/226,
5-13=-1417/130, 6-11=-948/222, 6-10=-59/619, 7-10=-504/177
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. If; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except fjt=1b)
13=185,8=130.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
* aQ�GSTE'SFO, /(P ;r
No. 60900285
— m
STATE OF Q -
>'J p0� ° e77VD I A�� > °° ° �4C
C�Z
/1'S%ONAt tE��`
011
February 26,2019
WARNING - Verify design perdmefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-1473 rev.1 WOM015 BEFORE USE.
Design valid for use only with MRek® connectors. This design 6 based only upon paremelers shown, and is for an Individual building component, not
a truss system. Before use, the building designer m ust verify the applicability of design parameters and property incorporate in% design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i
ek'
IT always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iniI Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safely Informatlonavailable from Truss Plate Institute, 218 N. lee Street, Sulfe 312, Alexandria, VA 22314.
Edenton, NO 27932
Job =Truss-------_::Tmss Type Qty PlyE12404208
RSHIPS
Job Reference a tianall
NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 12:53:10 2018
5-3-3
Scale =1:56.7
5x7 = 4x6 =
4x4 =
19
�^� - 3x4 II 3x4 -= 3x4 = 3x6 = sure =
3.4 II
DN
Ig
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TO 0.96 Vert(LL) -0.09 12-14 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.15 12-14 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 9 PIS FIG
BOLL 0.0 ' Code IBC2018/TPI2014 Matrix -S WmcftLL) 0.03 9-11 >999 240 Weight: 2031b FT=5%
BCDL _ 10.0. -_-
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-14.6-14
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-2-11
REACTIONS. (Ib/size) 2=611/0-3-8,14=1957/0-3-8,9=86810-3-8
Max Horz 2=206(LC 11)
Max Uplift 2=-104(LC 12), 14=-69(LC 12), 9=-141(LC 13)
Max Gray 2=979(LC 33), 14=2185(LC 33), 9=1266(LC 33)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-987/105, 4-5=-2531265,5-6=0/492,6-7=-392/190, 7-8=-659/171, 8-9=-1484/170
BOT CHORD 2-16=-134/658,15-16=-134/658,11-12=-36/1047, 9-11=-36/1047
WEBS 4-15=-866/193, 5-15=-73/564, 5-14=-1124/123,6-14=-1343/153, 6-12=-50/990,
8-12=-863/202
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live Iliad nonconcurrent with any other live loads.
7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint($) 14 except (jt=1b)
2=104.9=141.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
PtttSTZ)
R ,
6% cp
No.50900285'
STATE OF p
i�O,c• °° .��VDlA1�P�
/'/7i/s`'lONA' t0 \\\'``
February 26,2019
WARNING- verify desrga paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7479 rev.10/0]14015 BEFORE USE.
Design valid for use only with Aureole connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Belvue use, the building designer must verity the applicability of design parameters and properly incorporate this design into the womit &�p �>
Gell
building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemparary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the GY6 G li
fabrication storage, delivery, erection and bracing of trusses and Imss systems, seeANSIgPII Quality Criteria, DSB-69 and BC51 Building Component 818 Soundsitle Road
Safely oformattonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Edenton, NC 27932
Job
(9:0-0-0 0-0-151
Type
QtY
PlyORDERS
SPACING- 2-0-0
Plate Grip DOL 1.15
�TmssTruss
HIPS
1
1
L/d
360
PLATES GRIP
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
_
Job Reference (optional)
NVR, Frederick, MD -11(03,
5x6 =
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal�w4ABfkUo7SNS i gbsF_G?VzjIkUCBSf
3x4 11 4x4 = 4x6 —
5 16 17 6 7
Scale =1:57 0
4x4 = 3x4 =
3x8 11 3x4 = 4x8 = 3x8 = 3x8 II
24-8_11
qa_9 6-1-7 0-T`12 10-3
Plate Offsets (X Y)__ 12:0-0-0 0-0-117 12:0-1-15 Edgel 14:0-3-12 0-2-01 17:03-12 0-2-01
(9:0-0-0 0-0-151
(9:0-1-15 Edge)
LOADING (psf)
TCLL 30.0
SPACING- 2-0-0
Plate Grip DOL 1.15
CSI.
TC 0.81
DEFL.
Vert(LL)
in (loc)/dell
-0.25 11-13
>881
L/d
360
PLATES GRIP
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.72
Vert(CT)
-0.43 11-13
>511
240
TCDL 10.0
Rep Stress Incr YES
WE 0.59
HO2(CT)
0.02 9
lila
n/a
BCLL 0.0 '
Code IBC2018/TPI2014
Matrix -S
Wind(LL)
0.02 9-11
>999
240
Weight: 180 Ib FT=5%
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
4-7: 2x4 SP No.1
BOT CHORD 2x4 SP No.2D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF 1,10.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=605/0-3-8,13=196610-3-8,9=864/0-3-8
Max Herz 2=-155(LC 10)
Max Uplift 2=-86(1_C 12), 13=-168(LC 9), 9=-111(LC 13)
Max Grant 2=936(LC 33), 13=2547(LC 32), 9=1163(LC 33)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1Row at midpt 4-13,6-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-952/109, 3-4=489/81, 4-5=-2/490, 5-6=-2/490, 6-7=-672/128, 7-8=-843/110,
8-9=-1345/145
BOT CHORD 2-14=-115/657, 13-14=-60/265, 11-13=-57/468, 9-11=-37/971
WEBS 3-14=-529/174, 4-14=-21/452, 4-13=-965/95, 5-13=-862/172, 6-13=-1301/135,
6-11=-3/647, 8-11=-512/178
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except at --lb)
13=168,9=111,
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING- Verhydesignparemef ar and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev, fWO3/2015 BEFORE USE.
Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a Truss syslear. Before use, the building designer must verity the applicability of design parameters and properly Incorporate This design into the over,
building design. Bracing indicated is to prevent buckling of indNidual truss web and/or chord members only. Additional temporary and permanen
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI71Pll Quality Criteria, DSS$w and SCSI Building Componer
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
tsI HfI111111
�7j`/,,moi
No. 60900285 ,
STATE OF °
�°�:
,///,&S/OSJ t���x```
February 26,2019
iTek*
818 Soundside Road
Edenton, No 27932
Ob
TfUea
TN55 ype
ty
Ply 00_MitlAllaniic E9070888
ORDERS
EA -11531
HIPS
1
2 Job Reference (optional)
NVR,
4x6 =
18
5-6-11
3x6 =
19
4x6 =
8
5-5-8
Scale =158 3
4x8 = 4x6 =_
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Ildet Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.03 12-13 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.04 12-13 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.32 HorzfCT) 0.01 10 me Thai
BCLL 0.0Code IRC2015hTP12014 (Matrix) Wind(LL) 0.0110-12 >999 240 Weight: 360 to FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-0-13
REACTIONS. (Ib/size) 2=852/0-3-8,15=2424/0-3-8,10=1171/0-3-8
Max Horz2=87(LC 9)
Max Uplift2=-57(LC 10), 15=-109(LC 7), 10=-54(LC 11)
Max Gmv2=1111(LC 29), 15=3356(LC 28), 10=1350(LC 29)
FORCES. (Ib)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/65, 2-17=-1016/19, 3-17=-782/23, 3-4=-757/44, 4-18=-625/78, 5-18=-624/78, 5-6=-6/1055, 6-7=-16/1055,
7-8=-1123/93, 8-19=-1231/96,9-19=-1232/95, 9-20=-1493/79,10-20=-1552/53, 10-11=0/65
BOT CHORD 2-21=-35/628, 21-22=-35/628,16-22=-35/628,15-16=-67/120,14-15=-79/41, 13-14=-79/41, 12-13=-48/1366,
12-23=0/1219,23-24=0/1219,10-24=0/1219
WEBS 4-16=-127/104,5-16=0/660,5-15=-1745/153, 7-15=-2094/158,7-13=-25/1502,8-13=-8881117,8-12=-165/246,
9-12=0/315
JOINT STRESS INDEX
2=0.82,2=0.26,2=0.26,2=0.00,3=0.00,4=0.43,5=0.54,6=0.21,7=0.68,8=0.57,9=0.50,10=0.45,12=0.54,13=0.68,14=0.09,15= .
NOTES- (14-15)
1) 2 -ply truss to be connected together with 10d (0.120'x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103nI TCDL=6.opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-10; PF -30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) All plates are 3x4 MT20 unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 2, 109 lb uplift at joint 15
F--dantl.R44 idulll t tit joint 10.
WARNING. VBN1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7413 rev. 10/ON2015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a cross system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personat injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Cdteda. DSB-89 and eCSI building Component
Safety Informatlonownlable from Truss Plate Institute, 218 N. Lee Wool, Suite 312, Alexandria, VA 22314.
tk FtttSTfJ,>),
1 NO. 60400285 =
STATE OF 4
'SfONA` t��°���t`p
February 26,2019
6b i@eiC
818 Soundside Road
Edenton, NO 27932
D
Truss
Truss ype
Qty
Ply
00_MidAtlenlic
E90]OBBB
ORDERS
EA -11531
HIPS
i
Job Reference (optional)
NVR,
apbzpU v m gPmUvuueeme, lq5
ID:msBbe9DZzOzVu4PhpgQKpbzpU W3-gPmUvhCZZv71g5a9VkgVOrqyiTF2Rn1U_V IIOvyQq Wo
NOTES- (14-15)
12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
13) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 22 ib up at 31-64, and 162 Ib down and 22 Ib up at
1-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust
wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-17=-80,4-17=-101(F=-21), 4-9=-101(F=-21), 9-20=-101(F=-21), 11-20=-80, 2-22=-20, 22-23=-25(F=-5), 10-23=-20
Concentrated Loads (Ib)
Vert: 21=-141(F) 24=-141(F)
WARNING-Vedrydeslgn parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 111114473 do' 10`01 015 BEFORE USE.
Design valid for use only with MifekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verily the applkaleily of design parameters and properly incorporate this design Into the overall
bullding design. Bracing Indicated is to prevent buckling of indlyidual true,web and/or chord members only. Additional temporary and permanent bracing 98 D RiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the C 9 14
fabrication, storage, delivery, erection and hoping of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 815 Soundside Road
Safety Information available from Tmss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932
Job
Truss
Truss Type
E72404210
ORDERS
EA -11532
HIPS
=Job
-
rence (optional) _
NVR, Frederick, MD - 21703, a.zzu It uct b zuta ml I ex Industries, Inc, Fri Noy a iz.oc: io euio rage I
1D:3tzdCRoEOtwSFMaHAwjrPuzEOa i-OHkZt4VQumVJegA2pi VVXjVr77nGwtGdC2tOOhyKvZa
5-10-8 11-6-10 _ 17-5-8 234-6 29-0-8 _ 34-11-0 3,5-10
I 5-1011 5-6-2 5-10-14 5-10-14 5-8-2 55-10B
Scats = 1:59.6
5,03 = 3x4 11 5x6 =
3 13 4 14 5
5x6 = 11 iu a 5x6 =
3x4 = 6x8 = 3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.40 1-11 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Ved(CT) -0.83 1-11 >498 240
TCLL 10.0 Rep Stress [net YES WB 0.73 Horz(CT) 0.11 7 n/a n/a
BCDL 10.0
BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.07 1-11 >999 240 Weight: 196111 FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 or 2x4 SPF Stud 2-2-0 oc bracing: 1-11.
WEDGE WEBS 1 Row at midpt 3-10, 4-10, 5-10
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=1730/0-3-8.7=1819/0-3-8
Max Herz 1=-208(LC 8)
Max Uplift 1=-123(LC 12), 7=-147(LC 13)
Max Grav 1=2156(LC 33), 7=2312(LC 33)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3156/223, 2-3=-2495/174, 3-4=-2244/170, 4-5=-2244/170, 5-6=-2488/173,
6-7=-3144/220
BOT CHORD 1-11=-221/2459, 10-11=-117/1874, 9-10=-8/1873, 7-9=-73/2444
WEBS 2-11=-739/258, 3-11=-20/689, 3-10=-193/617, 4-10=-948/192, 5-10=-193/620,
5-9=-19/679,6-9=-725/252
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=1b)
1=123,7=147.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction Is 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verify desfgnparamaters, and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 11111-7473 ., 1WOM015 BEFORE USE.
Design vaild for use only with MiekO conneclors. This design is based only upon parameters shown, and is for an individual building compom
a truss system. Before use, The building designer must vent, the applicability of design parameters and properly Incorporate this design Into It
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and per
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding
fabdcailon, storage, dellverc erection and bracing of trusses and truss systems, seeANSItTPII Quality Criteria, OSB -89 and BCSI Building Can
Safety Informatbnavailable from Truss Plate inslilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MM
t�itltkkl l UlfI111/
ST[J,>k
No, 60400285
STATE OF g
February 26,2019
—p.
iTek■k'
818 Sounds de RoaO
Edenton, NC 2702
Job
■
TrussTypePlyE12404211
a
a Inds system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bmcing
WR"�'5�1.'
66 VV YY 66 1166
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the
fabrication, siomge, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and BCSi Building Component
818 Scame side Read
Safety Informationavoilobte from Turd Plate Institute, 218 N. Lee Sheel, Suite 312, Alexandria, VA 22314.
JEAMSlSI533
HIPS
1
1
onal
Job Reference (o tiff
NVR, Frederick, MD -21703,
fiE'31
5x6 =
5x7 =
8.220 s Oct 6 2018 MITek 11
Inc. FFI Nov 912:53:152018
Scale: 3/16"=1'
3x4 = 3x8 = 3x4 = 4x4 = 3x4 =
LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loo) Well L/d PLATES GRIP
TCLL 30.0 1 0) plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.20 13-14 >999 360 MT20 197/144
(Roof Snow=3Lumber DOL 1.15 BC 0.86 Vert(CT) -0.31 13-14 >999 240
BCDL 10.0 Rep Stress [net YES WB 0.38 H=(CT) 0.13 8 ma n/a
BCLL 0.0 *
BCDL 10.0 Code IBC2018frP12014 Matrix -S Wind(LL) 0.06 13 >999 240 Weight: 2161b FT 5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
4-5:2x4 SP NoAD BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing.
BOT CHORD 2x4 SP No.20 WEBS 1 Row at midpt 3-13,5A3,6-11
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=1730/0-3-8.8=1819/0-3-8
Max Herz 1=-258(LC 8) -
Max Uplift 1=-146(LC 12), 8=-170(LC 13)
Max Gray 1=2342(LC 33), 8=2431 (LC 33)
FORCES. (lb) - Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3656/236, 2-3=-33511265.3-4=-2493/236.4-5=-1919/241, 5-6=-2527/242,
6-7=-3340/262, 7-8=-3667/232
BOT CHORD 1-14=-277/2884,13-14=-14812454,11-13=0/1915, 10-11=-8/2450, 8-10=-95/2870
WEBS 2-14=-425/185, 3-14=-61/567, 3-13=-921/229, 4-13=-57/863, 5-13=-238/258,
5-11=-114/953, 6-11=-918/229,6-10=-60/549,7-10=-415/180
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1A5); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 tifi%f l I I I tlif13) Unbalanced (Y '
4) This truss has beeow n n
designed foads have r en considered f
greater of m roof vd
lthis ive 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs 46xx`k p,. STR,>
non -concurrent with other live loads. J� � 4
5) Provide adequate drainage to prevent water ponding. J� 'S\ ° •OkST" •`° �%y
6) The Fabrication Tolerance at joint 1 =1 % e` Q� �� "°° N
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = NC. 60400285 `g x =
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
9 Provide mechanical connection b others) of truss to bearing plate capable of withstanding 100 he uplift at joints except t=lb - a
(Y P 9 P O PU-) N STATE OF
1=146,8=170.
truss
i
10) This truss s designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI6� //Vi) 'AIA
February 26,2019
WARNING-Vaary design pimmuffersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE111I1d493 rel. 10703k015 BEFORE USE.
■
Design valid for use only with Marcell) connectors. This design is based only upon parameters shown, and is foran individual building component, not
a
a Inds system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bmcing
WR"�'5�1.'
66 VV YY 66 1166
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the
fabrication, siomge, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and BCSi Building Component
818 Scame side Read
Safety Informationavoilobte from Turd Plate Institute, 218 N. Lee Sheel, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job_— Truss Tmss TYPe Qty Ply
- - -- - -- E12404211
ORDERS EA -11533 HIPS 1 1
Job
Rate'
NVR, Frederick, MD -21703, o.zzu s wm a zo in
mucenn'se..es.
nm. rn ivov a I4ao: m zum raga,
ID:3tzdCRoEOIwSFMaHAwjrPuzEOal-KfsJlmXgQNml u8JRw7XzcebCmxToOs9wfMM VSayKVZY
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
AWARNING -Verify design Parameters andREAO NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 rev. INOV2015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a imss system. Before use, the building designer must vent, the applicability of design parameters and properly incorporate this design Into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
s alwaysreddhad mrstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the bY9 Y6
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS17TP11 Quality Criteria, D58-89 and SCSI Building Component 818 Soundside Road
Safety Inkurandlonavailable from Truss Plate Instifule, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edanter, NC 27932
Job
Truss
Type
Qty
Ply
2-16=-409/171, 3-16=-65/366, 8-12=-523/166, 7-12=-231/860
C 1�.
6V9 A R ffek
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and farces &
E12404212
ORDERS
EA -11534
LHIP55
1
1
\ Q�e .•4STEq.°
non -concurrent with other live loads.
drainage to
,d Q° a (P
d =-
5) Provide adequate prevent water pontling.
= `40, 60900285 ;
6) All plates are 3x4 MT20 unless otherwise indicated.
Job Reference (optional) _,
NVR, Frederick, MD -21703,
z
u.zzo a Vel 6 2U9U MITeK Industries, Inc. Fri Nov 9 12:5316 2Ot8
i6G]SklibU3kJ
5x6 G 4x8 O
Scale = 161.4
6.12 = 4x8 It 4xB II 4x8 II 5x15 = 4x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.22 15-16 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.31 15-16 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.57 HoFz(CT) 0.10 10 PIS PIG
BCLL 0.0 * Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.10 15-16 >999 240 Weight: 254 lb FT 5%
BCDL _10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
7-11: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF Ist *Except* WEBS 1 Row at midpt 5-16,6-13
13-15: 2x12 SP No.2, 10-14: 2x4 SP No.2D
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
2-16,3-16,8-12,9-12.7-12: 2x4 Be No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 Be or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8, 10=1819/0-3-8
Max Herz 1=-21 O(LC 10)
Max Uplift 1=-123(LC 12), 10=-146(LC 13)
Max Grav 1=2156(LC 33), 10=2306(LC 33)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3245/196, 2-3=-2943/233, 3-4=-2316/179, 7-8=-3029/331, 8-9=-2891/207,
9-10=-3239/185, 4-5=-2115/182, 5-6=-2312/174,6-7=-2141/171
■
BOT CHORD 1 -16= -214/2523,15 -16=-155/2207,13-15=-126/2312,12-13=-29/1951,10-12=-57/2472
e
WEBS 4-15=-46/931, 5-15=-573/210,6-13=-520/207, 7-13=-123/795,3-15=-633/170,
2-16=-409/171, 3-16=-65/366, 8-12=-523/166, 7-12=-231/860
C 1�.
6V9 A R ffek
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ;C -C for members and farces &
1(1{tl l l I I N1111/
grip
WFRS for reactions shown;
TCLL: ASCE 7-16; Pf=30.0 DOLer L 1A5 Plate DOL D015); Iso1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
P,- STRZk 177i��
psf (Lam
2)
3) Unbalanced snow loads have been considered for this design...........
�txvv�l
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
\ Q�e .•4STEq.°
non -concurrent with other live loads.
drainage to
,d Q° a (P
d =-
5) Provide adequate prevent water pontling.
= `40, 60900285 ;
6) All plates are 3x4 MT20 unless otherwise indicated.
_ -
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
BCDL = 10.Opsf.
4Y°e STATE OF
°JS •,
will fit between the bottom chord and any other members, with
k/
'!. 0� °`
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=1b)
,/&DIA�y(ro
1=123,10=146.
10) his truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI
°'*•>*• *°°
�7Ar
;
1'S3/QNA` iQ.'C`
February 26,2019
silAWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED Mi REFERENCE PAGE MIS -7473 rsv.10/0]2015 BEFORE USE.
■
Design valid for use only with Miel:® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
e
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
C 1�.
6V9 A R ffek
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1Pll Quails, Criteria, DSB-89 and BCSI Building Component
818 Soundaide Road
Safety Informatlonavailable from Truss Plate Institute. 218 R Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Joh
Truss
Truss Type
QtY=Job
E12404212
ORDERS
EA -11534
HIPS
1
o lional 17
NVR, Frederick, MU -21 fU3,.«�o..�.���.�.��,....���...._...__ I...... ... .._. _._.__. __._ _e__
ID: 3tzdCROEOMSFMaHAwjrPuzEOa1-G2z4iSYxx_Ok7RTp2XaRIZgY7lAiskgD7grb9SyKvZW
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
ada WARNING -Verify design peremetars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473sal 10ON2015 BEFORE USE.
Design valid for use only with MITeWconnecton. This design is based only upon parameters shown, and is for on individual building component, not F
a lmss system. Before use, the building designermusl verity the appdcabllity of design parameters and property Incorporate This design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek'
k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Com patient 818 Soundside Road
Safety Informationavoliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
[ORDERS
Truss Truss Type Qty Ply
.—.._._. E12404213
EA -11535 HIPS 1 1
Job Reference (optionaq_
NVR, Frederick, MD -21703, a.zzus vcr a zur a Mi l ex mqusmeS, Inc. ra rvoV a Ieao: ro m1G rage I
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-IEXSwoZZi 18blb2OcF5gEmDjABVrbgzMLKb9huyKvZV
4-8-4 9-2—_ 14-5-8 20-5-8 25-8-15 30-2-12 34-11-0 _ 311-10,4
4-8-4 4-5-14 5-3-7 5-11-15 5-3-] 4-5-14 4BA
5x6 G
3x4 // 3x4 \\ 5x6 Q
8.00 12 5 6
3x4 = 602 = 4x8 It — a 4x8 11 6,02 = 3x4 =
Scala =1 GBa
jam
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.18 15 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.26 15-16 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.11 10 n/a n/a
BCLL 0.0 ' Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.0715-16 >999 240 Weight: 269 lb FT 5%
BCOL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied.
3-4,7-8: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.2D *Except* WEBS 1 Row at midpt 5-15,13A3
13-15: 2x12 SP No.2
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
3-16,2-16,8-12,9-12: 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=1730/0-3-8,10=1819/0-3-8
Max Horz 1=-258(LC 8)
Max Uplift 1=.146(LC 12), 10=-170(LC 13)
Max Grant 1=2342(LC 33), 10=2431(LC 33)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3658/236, 2-3=-3377/264, 3-4=-2794/257, 7-8=-2793/244, 8-9=-3367/260,
9-10=-3669/232, 4-5=-2012/265, 5-6=-2004/227, 6-7=-2011/255
BOT CHORD 1-16=-279/2884, 15-16=-172/2605, 13-15=-6/2004, 12-13=-16/2602, 10-12=-97/2871
WEBS 4-15=-76/955, 5-15=-399/292, 6-13=-411/282, 7-13=-83/956, 8-13=-777/235,
3-15=-781/227, 3-16=-43/259, 2-16=-353/165, 8-12=-54/263, 9-12=-342/159
NOTES- (11-13)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;\
11WI7!
tOVp111�2Y
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
for Lumber DOL=1.60 DOL=1.60
xtxt
P..
MWFRS reactions shown; plate grip
2) TCLC ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
\xt
°,.•�ST t5 �iJ
3) Unbalanced snow Toads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 pet or 1.00 times flat roof load of 30.0 pelf on overhangs
�: Q.,. ti: <" K '.
�- ; Q* O °•° (Pnon-concurrent
with other live loads
= .' NO. 60906285 °;
5) Provide adequate drainage to prevent water ponding.
_
6) The Fabrication Tolerance at joint 1 =1 %
¢ e ® C
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
<a STATE OF
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
d` �Si' `m
'-
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
O
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b)
G F \ ♦`
(/�/O/�/�
10)1 Th s6truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
js�a(�IAC t oo
1.
February 26,2019
WARNING -Verily dear9a Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.74737ev. 1MOV2015 BEFORE USE.
■■■
Design voidfor use only with Mnek®connectors. This design is based only upon parameters shown, and Is lar an individual building component, not
■
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing
i
p R;Y�1.'
CVt 9 Y6
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIlfPll Quality Criteria, DSB-89 and SCSI Building Component
818 Soundslde Road
Safety Iaformationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job — Truss Truss Type City]PIob Reference (optionalE12404213
ORDERS EA 11535 HIPS t
NVR, Frederick, MD - 21703, e.zzu s uct 6 20i Ml lex Industries, Inc. Fri Nov a l<53:18 2018 Page 2
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOat-IEXSwoZZileblb20cF5gEmDjA8Vrb9zMLKb9huyKvZV
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Ven/y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 10118/2015 BEFORE USE.
■
Design valid for use only with MUek® connectors. This design To based only upon parameters shown, and is for an Individual building component, not
■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate the design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
C iS
8tl! A D17ek'
rs
Is always required for stability and to prevent collapse with Possible peanat injury and property damage. Tor general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saoANSUTPT Quality Crite ta. DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informationavailobie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 12:53:19 2018 Page 1
ID 3tzdCRoEOtwSFMaHAwjrPuzEOal-E)R5q78aBTcGSMIdCgycvnzlwgYpuKafVa_KiELyKvZU
33-104
-0-11-0 4-10-11 10-0-0 16-58 21-8-3 25-413 29-3-B 31-D 1 32-11-0
Ji 4-10-11 I 01-5 fi-5-8 5-0-11 3-10-11 3 -ID -11 +1-8-9 1-10-15 r�
5x6 = 0.11-4 Scale = 1:73.7
8.00 F12
6x8 = 3x4 IY 3x4 II
]4110
3x4 It 4x6 =
16-5-8 17-7-@__ 23-5-8 25-4-13 29-3-8 31-0-1 32-11-0i
~--- 10-0-0 i 6-5-8y 2-d 5-10-01-11-5 3-10 1-8-9 1-10-15
Plate Offsets (X Y)-- [2:0-1-3 0-0-137 [2:0-5-14 0-1-9] [2: Edge 0-2-131 [4:0-4-0 Edge] [10:0-5-14.0-1-A, [10:0A-3,0-0-13], [14:0-2-12 0-3-47 [16.0-2-0.0-0-8 ] [17:0-2-8 0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /deb L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.27 2-20 >999 360 MT20 197/144
(Roof Snow=31 0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.58 2-20 >671 240
TCDL 10.0 Rep Stress Inc, YES WB 0.80 HOrz(CT) 0.17 10 n/a PIG
BCLL 0.0 * Code IBC2018ITP12014 Matrix -S Wind(LL) 0.10 15-16 1999 240 Weight: 2191b FT=5%
LUMBER -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
4-5: 2x4 SP 225OF 1.9E or 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
16-18,8-13: 2x4 SP No.3 or 2x4 SPF Stud
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=1718/0-3-8,10=1718/0-3-8
Max Horz 2=-295(LC 10)
Max Uplift 2=-178(LC 12), 10=-178(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 4-17,6-17
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2429/264, 3-4=-2136/231, 4-5=-1740/246, 5-6=-1723/273, 6-7=-2789/349,
7-8=-3815/425, 8-9=-3729/315, 9-10=-2374/214
BOT CHORD 2-20=-317/1925, 18-19=-263/0, 16-17=0/1862, 15-16=-45/1774, 14-15=-63/2285,
10-12=-112/1779
WEBS 3 -20= -270/177,4 -17=-606/231,17-19=0/312,5-17=-145/1326,12-14=-112/1859,
9-14=-60/1354, 9-12=-1071/91, 17-20=-97/1835,6-17=-867/263,6-15=-165/999,
7-15=-653/228, 7-14=-225/1244
NOTES- (9-11)
1) Wind: ASCE 7-16; VuIt=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6olosf, h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Bat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I0.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (jt=1b)
2=178,10=178.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
1ST 1 rqej//rAi
:�OtSTE��°C
Pda. 60900285 =
STATE OF i 4-
IONA` t�o `4``\\
February 26,2019
WARNING. VeHry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 1WON2015 BEFORE USE.
■
Truss Type
Oly
PlyE12404214
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permaneN bradng
(!''6
CN9 9 t6.
KeV
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIf PII Quality Criteria, DSB-89 and SCSI Building Component
818 Seundside Read
�obTruss
EA -11536
SPEC
1
1
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 12:53:19 2018 Page 1
ID 3tzdCRoEOtwSFMaHAwjrPuzEOal-E)R5q78aBTcGSMIdCgycvnzlwgYpuKafVa_KiELyKvZU
33-104
-0-11-0 4-10-11 10-0-0 16-58 21-8-3 25-413 29-3-B 31-D 1 32-11-0
Ji 4-10-11 I 01-5 fi-5-8 5-0-11 3-10-11 3 -ID -11 +1-8-9 1-10-15 r�
5x6 = 0.11-4 Scale = 1:73.7
8.00 F12
6x8 = 3x4 IY 3x4 II
]4110
3x4 It 4x6 =
16-5-8 17-7-@__ 23-5-8 25-4-13 29-3-8 31-0-1 32-11-0i
~--- 10-0-0 i 6-5-8y 2-d 5-10-01-11-5 3-10 1-8-9 1-10-15
Plate Offsets (X Y)-- [2:0-1-3 0-0-137 [2:0-5-14 0-1-9] [2: Edge 0-2-131 [4:0-4-0 Edge] [10:0-5-14.0-1-A, [10:0A-3,0-0-13], [14:0-2-12 0-3-47 [16.0-2-0.0-0-8 ] [17:0-2-8 0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /deb L/d PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.27 2-20 >999 360 MT20 197/144
(Roof Snow=31 0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.58 2-20 >671 240
TCDL 10.0 Rep Stress Inc, YES WB 0.80 HOrz(CT) 0.17 10 n/a PIG
BCLL 0.0 * Code IBC2018ITP12014 Matrix -S Wind(LL) 0.10 15-16 1999 240 Weight: 2191b FT=5%
LUMBER -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
4-5: 2x4 SP 225OF 1.9E or 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except*
16-18,8-13: 2x4 SP No.3 or 2x4 SPF Stud
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=1718/0-3-8,10=1718/0-3-8
Max Horz 2=-295(LC 10)
Max Uplift 2=-178(LC 12), 10=-178(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 4-17,6-17
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2429/264, 3-4=-2136/231, 4-5=-1740/246, 5-6=-1723/273, 6-7=-2789/349,
7-8=-3815/425, 8-9=-3729/315, 9-10=-2374/214
BOT CHORD 2-20=-317/1925, 18-19=-263/0, 16-17=0/1862, 15-16=-45/1774, 14-15=-63/2285,
10-12=-112/1779
WEBS 3 -20= -270/177,4 -17=-606/231,17-19=0/312,5-17=-145/1326,12-14=-112/1859,
9-14=-60/1354, 9-12=-1071/91, 17-20=-97/1835,6-17=-867/263,6-15=-165/999,
7-15=-653/228, 7-14=-225/1244
NOTES- (9-11)
1) Wind: ASCE 7-16; VuIt=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6olosf, h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Bat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I0.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (jt=1b)
2=178,10=178.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
1ST 1 rqej//rAi
:�OtSTE��°C
Pda. 60900285 =
STATE OF i 4-
IONA` t�o `4``\\
February 26,2019
WARNING. VeHry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 1WON2015 BEFORE USE.
■
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not
. truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permaneN bradng
(!''6
CN9 9 t6.
KeV
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIf PII Quality Criteria, DSB-89 and SCSI Building Component
818 Seundside Read
Safety Inf.rmatlonavailable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD- 21703, 8.220 a Oct 6 2018 Mi i ek Industries, Inc. Frl Nov 9 12:bJ:zu 2018 Page 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-hdfCLUbpEvOJ_vCOjg7BJBIB0yGG31zfpe4GmnyKvZT
1-4-12 5-2-15 9-1-3 t2-11-7 15-10-1 _ 18 -it -0 19-10-4
1-4-12 3-10-4 31D-4 8-10-4 2-10-10 3-0-15 -. x..0.11 -4i
8.00 12
5x6 =
4x4 =
3 13
3x4 =
4x6 =
Scale =1:33.8
-- 4x4 = -"- 3x8 =
3x8 11
to
LOADING fins!)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
10.0
TrussTruss
Type
Qty
PlyJob
PLATES GRIP
MT20 197/144
Weight: 117111 FT=5%
_BCDL
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
rORDERS
EA -11537
SPEC
t
1
except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Reference (optionapE12404215
NVR, Frederick, MD- 21703, 8.220 a Oct 6 2018 Mi i ek Industries, Inc. Frl Nov 9 12:bJ:zu 2018 Page 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-hdfCLUbpEvOJ_vCOjg7BJBIB0yGG31zfpe4GmnyKvZT
1-4-12 5-2-15 9-1-3 t2-11-7 15-10-1 _ 18 -it -0 19-10-4
1-4-12 3-10-4 31D-4 8-10-4 2-10-10 3-0-15 -. x..0.11 -4i
8.00 12
5x6 =
4x4 =
3 13
3x4 =
4x6 =
Scale =1:33.8
-- 4x4 = -"- 3x8 =
3x8 11
to
LOADING fins!)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IBC2018frP12014
CSI.
TC 0.40
BC 0.45
WB 0.80
Matrix -S
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in floc) I/deft L/d
-0.06 10 x999 360
-0.09 9-10 >999 240
0.04 7 n/a the
0.02 10 >999 240
PLATES GRIP
MT20 197/144
Weight: 117111 FT=5%
_BCDL
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-15 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/Size) 12=929/0-3-8,7=1020/0-3-8
Max Herz 12=-162(LC 13)
Max Uplift 12=-90(LC 8), 7=-81(LC 13)
Max Grav 12=1268(LC 32), 7=1197(LC 33)
FORCES. (Ib) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-422/40, 3-4=-1373/127, 4-5=-1171/116, 5-6=-1405/121, 6-7=-1464/117
BOT CHORD 11-12=-47/387, 10-11=-110/1218, 9-10=-103/1474, 7-9=-51/1140
WEBS 2-11=-48/965, 3-11=A203/149, 3-10=01370,4-9=-459/120, 5-9=0/458, 6-9=-301/124,
2-12=-1310/100
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psL h=33ft; Cat Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 12, 7.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/FPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -VedIV desrge parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 111II-7473 rev. 10/0.1/2015 BEFORE USE.
sign valid for use only wilh MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
rna -1- fM no neo. the baildina denianer muet w iN The aoolicobitily of desian commuters and orooedv Incarcerate this design into the oven
chord
Safety Informatlonavailable from Truss Plate Inslirste, 218 N. Lee Street,
permanent bracing
,a the
r
�a
•7,ga �� G 138% �L
gam= No. 60400285 ° =' =
STATE OF it
40
x7�SsIONIAt 0
February 26,2019
MiTek`
818 Soundside Road
Edenton, NC 27932
JO
Timm
NSSTYpe
ly,
y
T 00_Mic Allanlic
buliding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mffek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Wss systems, seeANSITPiI Quality Canada, DSB-89 and BCSI Building Com parent
E9070889
ORDERS
EA -11538
SPEC
1
2
Job Reference (optional)
NVR,
3.8 //
9141A
500 11
ass = 1Ox12 =
Scale =1:67.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.01 8-9 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.13 8-9 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.85 HOrz(CT) 0.01 7 n/a n/a
BCLL 0.0Code IRC2015/TP12014 (Mani Wind(LL) 0.00 8 >999 240 Weight: 241 lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins.
BOT CHORD 2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except'
5-8: 2x4 SP No.2 or 2x4 SPF No.2
SLIDER Left 2x4 SP or SPF No.3 or Stud 2-10-9
REACTIONS. (Ib/size) 2=6733/0-3-8, 7=6653/0-3-8
Max Horz2=230(LC 9)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/43, 2-3=-5721/0, 3-4=-5643/0, 4-12=-5423/0, 5-12=-5332/0, 5-13=-5713/0, 6-13=-5823/0, 6-7=-5960/0
BOT CHORD 2-9=0/3309,9-10=0/2355,10-11=0/2356,8-11=012355,7-8=0/3486
WEBS 4-9=0/485, 5-9=0/4055,6-8=-188/333, 5-8=0/4910
JOINT STRESS INDEX
2=0.92,2=0.79,3=0.00,4=0.09,5=0.97,6=0.05,7=0.71,8=0.59 and 9=0.95
NOTES- (10-11)
1) 2 -ply truss to be connected together with 1 Od (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) TOLL: ASCE 7 110; cantilever
andnd: ASCE 7-10; VuIt=1 right
(3 -second gust) Vasd=l Fl expos d: LumbrO'=E606plattee grip DOL 1.601 6.Opst; h=33ft; Cat. II; Exp B; enclosed; MWFRS `\\``t`vv1tP f iS�l Zj,
P( )Category P Y P Cy i�
5) Unbalanced snow loads have been considered for this design. �°Stl;(`jiSTER�,°�
6) This truss has been designed for greater of min roof live load of 12.0 par or 1.00 times Flat roof load of 30.0 Baron overhangs
non -concurrent with other live loads. = 8 No. 50900285
7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. _
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
ft between the bottom chord and any other members, with BCDL = 1 O.Opsf.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to :� 0�°•,
a wind speed of 115 mph. `
11) Design
mphhwind reecked for
ection x 0 78 w01 adjust wind uspeed
plift macgonrto a ph wind speed ofgust)
90 mph. 1/0/1111
exceeds IRC2012 nominal wind speed of Jz�/j7`k fONAk 10k\\1\.���`
LOAD CASE(S) Standard February 26,2019
® WARNING - Verify Design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGEM11-7479 rev. 1WON2015 BEFORE USE.
Design valid for use only with Mirek® connectors. This design k based only upon parameters shown, and is for an individual building component, not
01
a Imus system. Before use, the building designer most verify the applicability of design parameters and properly incorporate this design into the overall
buliding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mffek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Wss systems, seeANSITPiI Quality Canada, DSB-89 and BCSI Building Com parent
818 Soundside Road
Safely Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
N5a
N55 ype
Qty
Ply
00_MitlAllanlic
is required for stability and to prevent collapse vtlh possible personal injury and property damage. For general guidance regarding the
lobricotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Cdteda, DSB-89 and BCSI Building Component
818 Soundside Road
Solely Informationavallable from Truss Plate inslitute, 218 N. Lee Street, 5uite 312, Alexandria, VA 22314.
E9oTo889
ORDERS
EA -11538
SPEC
1
2
Job Reference (optional)
NVR,
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-7=-837(8=-817), 1-5=-80, 5-7=-80
z6austlep Gs Luie M� ek Inaustnes, mc. nu O.zzlo:na:ur2005 ragez
ID: msebe9DZzOzVu4PhpgQKpbzpUW3-gPmUvhCZZv11g5agVkgVOrqyjTA4Rfcll_VIIOvyQq Wo
WARNING -Verity design Paremefere and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGEMV-7470 rev. 10/ON2015 BEFORE USE.
■■■
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and u for an individual building component, not
a truss system. Before use, the building designer most verily the applicabllily of design parameters and properly incorporate this design into the overall
■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
K '
@V6 G OS
!Tek
is required for stability and to prevent collapse vtlh possible personal injury and property damage. For general guidance regarding the
lobricotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Cdteda, DSB-89 and BCSI Building Component
818 Soundside Road
Solely Informationavallable from Truss Plate inslitute, 218 N. Lee Street, 5uite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job3:=�
Qty �y Job Reference (OplionapE12404216ORDERSPEC 1 1
NVR, Frederick, MD -21703,
3x4 II
8.2205 UC16201 If MI IeK industries. Inc. Fri Nov 9i2:53:21201tl
4x6 = Scale =1:65.6
3x6 - 3x8 =
Plate O_Hsets(X Y)-- (4:Ecf
0-1-13], [6:0-2-10 0-1-8]
Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is loran individual building component, not
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.46
Vert(LL) -0.08 6-7 >999 360
MT20 197/144
(Roof Snow= -30.0)
Lumber DOL 1.15
BC 0.51
Vert(CT) -0.16 6-7 >999 240
TCDL 10.0
Rep Stress Incr YES
WB 0.56
Horz(CT) 0.01 6 n/a n/a
BCLL 0.0 *
Code IBC2018/TPI2014
Matrix -S
Wind(LL) 0.03 6-7 >999 240
Weight: 10416 FT=5%
BCDL 10.0___
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcing.
REACTIONS. (Ib/Size) 6=715/0-3-8,8=808/0-3-8
Max Herz 8=295(LC 11)
Max Uplift 6=-79(LC 12), 8=-90(LC 13)
Max Grav 6=808(LC 20), 8=898(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-258/166, 3-4=-711/231, 4-5=-728/236, 5-6=-853/144, 2-8=-321/179
BOT CHORD 7-8=-142/449, 6-7=-20/462
WEBS 3-7=-245/254, 4-7=-266/607, 5-7=-298/269, 3-8=-673/42
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 lost (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 pef or 1.00 times flat roof load of 30.0 pat on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide`
Tllt1111111 fif,
will ft between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6, 8.
vvly
/
N. RZY
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIRPI 1.
��v
�tC� e,.... ....
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
`,��
�, a °�G R�:•. �.
to a wind speed of 115 mph.
J d @ 6°% (P
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
Z [JO. 60400285
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
=
required maximum reaction.
® 4
STATE OF
®.
February 26,2019
AWARNING- Verily design Peremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11-7473rev.1WOV2016 BEFORE USE.
Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is loran individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual Buss web and/or chord members only. Additional temporary and permanent bracing
C Pd
8Y9 19 giTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSiRPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundaide Road
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD- 21703, 8.220 s Oct 6 2018 Mt I as Industries, Ina Fri Nov a 12;53:22 2u18 Page l
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-d?nzm9c3mXelDCMnr59cOcNYVmxEX3dyGyZMggyKvZR
3-5-7 6-9' 0 i
Scale = 1:54.6
2x4 II
3
3x4 =
Plate Offsets (X Y)-- [1:0-2-2 0-1-8] _
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.10 1-4 >743 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.21 14 >371 240
TCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 4 n/a n/a
BCLL 0.0 ' Code IBC2018ITPI2014 Matrix -lo Wind(LL) 0.00 1 "" 240 Weight: 491b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEDGE WEBS 1 Row at midpt 3-4
Left: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=323/0-3-8,4=323/0-3-8
Max Horz 1=357(LC 12)
Max Uplift 4=-299(LC 12)
Max Greg 1=396(LC 18), 4=506(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-348/172
WEBS 2-4=-322/268
NOTES- (9-11)
1) Wind: ASCE 7-16; Vud=130mph (3 -second gust) Vas 1=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ii; Exp B; Enclosed;
Truss
Truss Type
Qy
Ply
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C11=1.10
MiTek-
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
E12404217
LORDERS
EA -11540
MONO
1
1
���`t� °
!
` l$T,�a
4=299.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
' .
2°Q�i)°';Y(j1
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
m 8 No 609002$5
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of
Jab Reference o tional
NVR, Frederick, MD- 21703, 8.220 s Oct 6 2018 Mt I as Industries, Ina Fri Nov a 12;53:22 2u18 Page l
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-d?nzm9c3mXelDCMnr59cOcNYVmxEX3dyGyZMggyKvZR
3-5-7 6-9' 0 i
Scale = 1:54.6
2x4 II
3
3x4 =
Plate Offsets (X Y)-- [1:0-2-2 0-1-8] _
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.10 1-4 >743 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.21 14 >371 240
TCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 4 n/a n/a
BCLL 0.0 ' Code IBC2018ITPI2014 Matrix -lo Wind(LL) 0.00 1 "" 240 Weight: 491b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEDGE WEBS 1 Row at midpt 3-4
Left: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=323/0-3-8,4=323/0-3-8
Max Horz 1=357(LC 12)
Max Uplift 4=-299(LC 12)
Max Greg 1=396(LC 18), 4=506(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-348/172
WEBS 2-4=-322/268
NOTES- (9-11)
1) Wind: ASCE 7-16; Vud=130mph (3 -second gust) Vas 1=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ii; Exp B; Enclosed;
■■■
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
■
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C11=1.10
MiTek-
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
818 Saturants Road
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Edenton, NC 27932
will fit between the bottom chord and any other members.
7) Bearing at ) 4 considers parallelusing ANSIrrP1 I to grain Building
t`P{i f H I I rl�
ST
by others) of trussue ga. 100 Ib 1 ft tslgner oint s) except tat�b
Provide mpacity echanicang lconnection to bearing plate capable of withstandin
( ) 9P P 9 P 1 ( P U-)
���`t� °
!
` l$T,�a
4=299.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
' .
2°Q�i)°';Y(j1
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
m 8 No 609002$5
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IR02012 nominal wind speed of
-
-
e %
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
" '' °„ STATE OF
40
required maximum reaction.
�`°• °7(y���yQ�;
aA
February 26,2019
Al WARNING-Vedry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473on, 1WOO/28r5 BEFORE USE.
■■■
Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
■
a truss system. Before use, the building designer must venty the applicability of design parameters and properly incorporole inn design into the overall
building design. Bracing indicated is to Prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSO -89 and BCSI Building Component
818 Saturants Road
Safety Informalionavallable, from Truss Plate Institute, 218 N. Lee Slreet Suite 312, Alexandd., VA 22314.
Edenton, NC 27932
Job
Tmss
Truss Type
Qty
Ply
-- -
building design. groping indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary, and permanent bracing
34: 2x4 SP No.1
Is always required for stability and to prevent collapse with possible personal injury and property damage, for general guidance regarding the
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2
E12404218
ORDERS
EA -11541
SPEC
1
1
Right: 2x4 SP
or SPF No.3 or Stud
Job Reference SP lional
NVR, Frederick, MD - 21703, 8.220 5 Oct 6 2018 MITek Industries, Inc. Fd Nov 9 12:b3:23 201 J Hage 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-5CKLzVdiXgmurMx OohrxpwaU9MsGYy5VclwN6yKvZQ
L0-11-4 4-2-8 8-11-8
0-11-4 4-2-8 4-9-0
3x6
4x6 .=
2X4 11 4x4 -
IV
Scale = 1 AE5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.01 4-5 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.03 4-5 >999 240
TCDL 10.0 Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 4 n/a The
BCLL oft
BCDL 10.0 Code IBC2018/TP12014 Matrix -P _ Wind(LL) 0.00 5 >999 240 Weight: 56 lb FT=5%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2 *Except*
TOP CHORD
building design. groping indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary, and permanent bracing
34: 2x4 SP No.1
Is always required for stability and to prevent collapse with possible personal injury and property damage, for general guidance regarding the
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2
BOT CHORD
WEBS
2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP
or SPF No.3 or Stud
REACTIONS. (Ib/size) 6=525/0-3-8,4=428/0-3-13
Max Horz 6=191(LC 11)
Max Uplift 6=-63(LC 13), 4=-50(LC 12)
Max Gray 6=650(LC 19), 4=565(LC 20)
FORCES. (ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-462/94, 3-4=-500/76, 2-6=-6201104
Structural wood sheathing directly applied or 2-8-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; VUIt=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce --1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 pelf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 6, 4.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
lulls ITlfRfZk�'/,`,Jw
No. 60900285
STATE OF
February 26,2019
WARNING -Verdy design parameters antl READ NOTES ON THIS AND INCLUDED MmEK REFERENCE PAGE 11111-7473rsv. 10/01/2015 BEFORE USE.
Design valid forms only with MRek®connectors. Th6 design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. groping indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary, and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage, for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI building Component
818 Soundable Road
Safety Informalionavolloble from Truss Plate Institute, 218 W Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD - 21703, d.zzu s not d zuld MN eK Inausmes, Inc. rn Nov a Tz:ad:e4 zu to rage 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-ZOujBreK18uITW V9yWC4U1SmgZjo7?OFkG2TvYyKvZP
4-2-8 8-5-0
i11 4-2-8 4-2-8 -�-01-011
3x6
4x6 =
2.4 II 4x8 = 2x4 11
Scale = 1:45 5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) /dell Ud PLATES GRIP
TOLL 30.0 1 0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.01 7-8 >999 360 MT20 197/144
(Roof Snow=3Lumber DOL 1.15 BC 0.16 Vert(CT) -0.02 7-8 >999 240
TCLL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a PIG
BCLL 0.0 '
BCDL 10.0 Code IBC2018fTP12014 Matrix -P Wind(LL) 0.00 7 >999 240 Weight: 621b FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 8=493/0-3-8,6=493/0-3-8
Max Hoiz 8=-189(LC 10)
Max Uplift 8=-60(LC 13), 6=-60(LC 12)
Max Gray 8=639(LC 19), 6=639(LC 20)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-447/92, 3-4=-447/92, 2-8=-608/100, 4-6=-608/100
Structural wood sheathing directly applied or 2-2-0 Be purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
Mint for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); 11 Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 8, 6.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
Alk WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,0I.7473 rev. 1WOM015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a Iub syOmn. Before use, the bulding designer must erify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality criteria, DSB-89 and BCSI Building Component
Safety Igoomatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
r
t�t1 tI I I IFtt�ff,��
-N:r�FaFSTER
No. 60900285
STATE OF 'Z
'0,90,0 °°=•�d/UTA�P°'` �����``�
z'/i1x/Sd`/0NALt0'
February 26,2019
sesee
MiTek'
818 Soundside Road
Edenton, NC 27932
Truss
Truss Type
Qty
Ply
E12404219
LORDrRS
EA -11542
COMN
1
1
Job Reference {optional
NVR, Frederick, MD - 21703, d.zzu s not d zuld MN eK Inausmes, Inc. rn Nov a Tz:ad:e4 zu to rage 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-ZOujBreK18uITW V9yWC4U1SmgZjo7?OFkG2TvYyKvZP
4-2-8 8-5-0
i11 4-2-8 4-2-8 -�-01-011
3x6
4x6 =
2.4 II 4x8 = 2x4 11
Scale = 1:45 5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) /dell Ud PLATES GRIP
TOLL 30.0 1 0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.01 7-8 >999 360 MT20 197/144
(Roof Snow=3Lumber DOL 1.15 BC 0.16 Vert(CT) -0.02 7-8 >999 240
TCLL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a PIG
BCLL 0.0 '
BCDL 10.0 Code IBC2018fTP12014 Matrix -P Wind(LL) 0.00 7 >999 240 Weight: 621b FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 8=493/0-3-8,6=493/0-3-8
Max Hoiz 8=-189(LC 10)
Max Uplift 8=-60(LC 13), 6=-60(LC 12)
Max Gray 8=639(LC 19), 6=639(LC 20)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-447/92, 3-4=-447/92, 2-8=-608/100, 4-6=-608/100
Structural wood sheathing directly applied or 2-2-0 Be purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
Mint for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); 11 Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 8, 6.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
Alk WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,0I.7473 rev. 1WOM015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a Iub syOmn. Before use, the bulding designer must erify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality criteria, DSB-89 and BCSI Building Component
Safety Igoomatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
r
t�t1 tI I I IFtt�ff,��
-N:r�FaFSTER
No. 60900285
STATE OF 'Z
'0,90,0 °°=•�d/UTA�P°'` �����``�
z'/i1x/Sd`/0NALt0'
February 26,2019
sesee
MiTek'
818 Soundside Road
Edenton, NC 27932
LORERS
Truss Truss TypeQtyPiyJob ReferenceE12404220
EA -11543 HIPS 1 1
NVR, Frederick, MO -21703, u.zzusum bzuinmliexinausmes,mc. rri Nov a in;oa:zozuio Faye i
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-2aS5OBey3SOc5g4MWDjJOE?vkz_8kGMOywn1R_yKvZO
-0-11-4 4-7-7 9-0-7 13-5-8 19-5-8 23-10-9 28-3-9 32-11-0 33-10,1
6-11-4 4-7-7 -� 4�. 451 ff00 451 451 -� 47]8
�1
Scale =1:60.5
5x7 9 5x7 =
4x4 = 15 .. _ 13 4x4 =
4x8 = 44 = 3x8
7-3-i 14-3-12 14__ 26 _-_ 32-1 t-0 -
7-3-1--- 7-0-11 D-i-�12 5-0-0 6-]-97-9 6-9-15 ----�
Plate Offsets (X Y)_ _ 12:0-0-6 0-1-8] (6:0-3-12 0-2-0) D:0-4-12 0-2-0] [10:0-0-0 0-1-3] [70:0-1-15 Edge] _
LOADING (pan SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.07 12-13 >999 360 MT20 197/144
(Roof Snow= -30.0) Lumber DOL 1.15 SC 0.47 Vert(CT) -0.11 12-13 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.02 10 FIG The
BCLL 0.0 Code IBC2018/TPI2074 Matrix -S Wind(LL) 0.0210-12 >999 240 Weight: 2081b FT=5%
LUMBER -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2 `Except*
6-7: 2x4 SP No.1
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2 `Except'
2-14: 2x4 SP No.2D
WEBS
2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP
or SPF No.3 or Stud
SLIDER
Left 2x4 SP or SPF No.3 or Stud 2-7-0
REACTIONS. (Ib/size) 2=543/0-3-8,15=2078/0-3-8,10=815/0-3-8
Max Herz 2=244(LC 11)
Max Uplift 2=-75(LC 12), 15=-151(LC 12), 10=-132(LC 13)
Max Grav 2=754(LC 33), 15=2784(LC 33), 10=1118(LC 33)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at nestle 5-15, 6-15, 7-15, B-13
FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-775(75, 4-5=-457197,5-6=1)/817,6-7=0/626, 7-8=-365/176, 8-9=-1086/195,
9-70=-1421/167
BOT CHORD 2-16=-178/608,13-15=-531266,12-13=0/564,10-12=-47/1043
WEBS 4-16=-509/171, 5-16=-40/578, 5-15=-930/210,6-15=-757182, 7-15=-1365/121,
7-13=-109/896, 8-13=-899/274, 8-12=-57/586, 9-12=-485/169
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TC DL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. It; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lure DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs= 1,00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL=10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2 except (jt=1b)
15=151,10=132.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
AWARNING- Venryore dgn parameters antl READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGEMS-7473 rev.1WOV2015 BEFORE USE.
Design volb for use only with Mlrek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a tress system. Before use, the building designer must vent, the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual Imes web and/or chord members only. Addllional lemporary and permanent bracing
I, always required kc A.bilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
No. 50900285 1
o
p
STATE OF
I/ p�iNea
,/�v77�•ss`IIIIIIII�NA `����xxt�\
February 26,2019
Mffek`
BIB Soundside Road
Edenton, NC 27932
NVR, Frederick, MD - 21703, a.zzu Is um b zfThu NIU ex Inousirres, Inc. ru I,ma a I<:oseo eu m rage c
ID:gQS EhxXc57EmneV1_AijTzE1Q4-2aS5OBey3SOc5g4MWDjJOE?vkz_BkGMOywniR_yKVZO
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING - firmly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I-7479 rev. 1MV2015 BEFORE USE.
Design vain lar use only with MiTubg connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing & RiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iY9 K
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/IPII Quality Cdteda, DSB-89 and SCSI Building Component 818 Soundside Read
Safety Information... liable Irom Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
TrussTrussType
EORDE7RS
EA -11543
HIPS
1
1
Job Reference (optionap
NVR, Frederick, MD - 21703, a.zzu Is um b zfThu NIU ex Inousirres, Inc. ru I,ma a I<:oseo eu m rage c
ID:gQS EhxXc57EmneV1_AijTzE1Q4-2aS5OBey3SOc5g4MWDjJOE?vkz_BkGMOywniR_yKVZO
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING - firmly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I-7479 rev. 1MV2015 BEFORE USE.
Design vain lar use only with MiTubg connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing & RiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iY9 K
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/IPII Quality Cdteda, DSB-89 and SCSI Building Component 818 Soundside Read
Safety Information... liable Irom Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Job =fr-ussTruss Type Qty Ply2404221ORDERSHIPS 1 1
EJ.b Reference o tiona0
NVR, Frederick, MD -21703, 8.220 S cao b,.Nn,elsumuanms, nm. mirvuv., 2.53.26 201. Paye,
IDdQS_EhxXC57EmneV1 AliTzE1Q4-WnOTbX1agl8TigfY3wEYZSY4gNCATmXXBaXazRyKvZN
fit- _ 5-5-4 10-8-2 16-5-8 22-244 27-5-12 32-11-0
-1d 1-4 5-5-4 5-2-14 5-9-6 5-9-6 5-244 5-5-4
R
Scale = 1:56.7
5x6 =
4x4 =
4x6 =
5 15 6 16 7
3x4 =
4x4 = 3x6 = 4x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.33 9-11 >681 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.67 9-11 >333 240
TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 9 PIS n/a
BCLL 0.0 * Code IBC2018ITP12014 Matrix -S Wind(LL) 0.04 9-11 >999 240 Weight: 189 IS FT=5%
BCDL 10.0 _ _ -_-
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
5-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 5-13,6-13
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE
Right: 2x4 SP or SPF No.3 or Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-0-14
REACTIONS. (ib/size) 2=628/0-3-8,13=1927/0-3-8,9=881/0-3-8
Max Horz 2=-197TC 10)
Max Uplift 2=-88(LC 12), 13=-88(LC 12), 9=-128(LC 13)
Max Grav 2=987(LC 33), 13=2109(LC 32), 9=1260(LC 33)
FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-909/119, 4-5=-353/160, 5-6=0/485, 6-7=-478/163, 7-8=-736/138, 8-9=-1378/187
BOT CHORD 2-14=-137/641, 9-11=-52/1016
WEBS 4-14=-730/232, 5-14=-24/609, 5-13=-1142/101, 6-13=-1436/166, 6-11=-40/987,
8-11=-729/235
NOTES- (10-12)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BC DL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 13 except
Qt=1b) 9=128.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIf IFI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II4473 rev. 1WOM015 BEFORE USE.
Design valid for use only with MeekO connedon. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer mmt verify, the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible Personal injury and Property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPll Quality Criteria, DSB-89 and SCSI Building Component
Safety Informattonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
'\0P k I I I I I I t I 2y
No. 60900285
a e
STATE OF
February 26,2019
MiTek-
818 Permutes Road
Edenton, NC 27932
Job
ussTruss
Type
Qty
Piy
Et2404222
-11545
JEA
COMN
1
1
Job Reference
NVR, Frederick, MD -21703, uazus uct a za I o lvnl exmauseres, Inc. nI rvav a iz.00.eo rola rage I
ID:gQS_EhxXc57EmneV1_AijTzE1Q4-S98EODhgMNOBy7pxBLGOetdcZA2mxmwg1uOh2JyKvZL
VV111y1 9-11-8 11-5-8 19-11-0 _.... 29-1014
111 11 -k 8-5-B 1-6- 70 6 01 8-5-8 d 11-$
44
a
9.
46 =
37 W35 34 33 32 31 430 29 28 4227 26 25 24 23 22
rise = 6x6 =
20
21
to 0
Scat. = 1:66.3
Plate Offsets (X,Y)-- [2:0-2-0,0-1-12],[20:0-2-0,0-1-121,[29:0-2-8,0-3-0], [29:0 -1 -12,0 -0 -0],[39:0 -0 -0,0 -1 -12],[40:0 -0-0,0-1-12],[41:0-0-0,0-1-12],(42:0-0-0,0-1-12J,144:0-1-12
0-0-01
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid PLATES GRIP
TCLL 30.0 Plate 1 0) Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 20-21 n/r 120 MT20 197/144
(Roof Snow=3Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 20-21 n/r 120
BCDL 10.0 Rep Stress Incr YES WB 0.29 Hmz(CT) 0.01 23 n/a pie
BCLL 0.0 '
BCDL 10.0_Code IBC2018/TP12014 Matrix -S Weight: 210 lb FT=5%
_
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-37,20-22: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): 38, 43, 44
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. All bearings 19-11-0
(lb) - Max Horz 37=-277(LC 10)
Max Uplift All uplift 100 lb or less at joints) 32, 33, 34, 35, 27, 26, 25, 23 except
37=-351(LC 10), 31 =-1 04(LC 12),36=-503(LC 12), 28=-1 23(LC 13),24=-370(LC
13)
Max Grav All reactions 250 Ib or less at joint(s) 31, 32, 33, 34, 35, 28, 27, 26,
25, 24 except 37=658(LC 12), 30=279(LC 19), 36=314(LC 10), 23=437(LC 25),
29=310(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=471/279, 3-4=-303/203, 18-19=-312/150, 19-20=-263/129, 2-37=-389/203
BOT CHORD 36-37=-108/255, 35-36=-108/255, 34-35=-108/255, 33-34=-108/255, 32-33=-108/255,
31-32=-108/255,30-31=-108/255,28-29=-108/262,27-28=-108/252, 26-27=-108/252,
25-26=-108/252,24-25=-108/252,23-24=-108/252,22-23=-108/252
WEBS 29-42=-254/12, 42-44=-254/12
NOTES- (15-17)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mPh; TCDL=6.epsf; BCDL=6.Opsf; h=33ft; Cat II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exurior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1.
3) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 per or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
9) Gable studs spaced at 1-4-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads.
11) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will Flt between the bottom chord and any other members.
iSlT ?,>j,r
N
e°
� = No. 60900285a\%f °
o ® _
STATE OF
.�..bI... •°°���
•'9S`ONIA` `O\\v\``
February 26,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4472 rev. 1WOV2015 BEFORE USE.
Design valid for use only with MBek®connectors. the design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must vedty the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual ides web and/or chord members only. Additional temporary and permanent bracing ®R�A�Ie1144'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the CC VV 66 ii
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSlfrPll Quality Criteria, DSB-89 and BCSI Building Component 618 Soundside Road
Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Edenton, NG 27932
[ORDERS
Truss Truss Type Qly Ply
E12404222
EA -11545 COMN 1 1
Job Reference (optional)
NVR, Frederick, MD - 21703, dazu s uto a 26 i8 rvi ek im usmes, inc. F,i Nus a 2G! 8 rage 2
ID:gQS_EhxXc57EmneV1_AijTZE t Q4-S98EODhgMNOBy7pxBLGOetdcZA2mxmwgfu0h2JyKVZL
NOTES- (15-17)
12) Bearing at joints) 37 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 32, 33, 34, 35, 27, 26, 25, 23 except Ot=1b) 37=351,
31=104,36=503,28=123,24=370.
14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1.
15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
16) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
17) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
,g WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/0]12015 BEFORE USE.
Design valid for use only with MBek® connectors. This design N based only upon parameters shown, and is loran individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
K A'4�liIe
CV6 i
u always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSiAPiI Quality Criteria, DSB-89 and BCSI Building Component
010 Soundside Road
Safety Informatbnavailable from Truss Plate Insiilute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NO 27932
Job Truss �TrussType Oly PlyE12404236
ORDERSEA-11567 1 1
Job Reference (optional)
NVR, Fredenci,MD-21703,
6.zzO s ua If 2018 MiTek ex industries, Inc. Fri Nov 9 12:56:4( 21116
5-7-7
4x6 = Scale = 169.1
800 ri- 5 14
3x4 =
DAB =
3x4 =
6-3-15 16-5-8 24-7-1 32-11-0
vv
]es
__-
Plate Offsets (X Y)- (2:0-5-14,0-1-9] [2:0-1-3 0-0-13] ]4:0-4-0 0-3-4] [6:0-4-0 0-3-4]
[8:0-1-3 0-0-13] [8:0-514 0-1-9]
LOADING (psf)
TCLL 30.0
SPACING- 2-0-0
Plate Grip DOL 1.15
CSI.
TC 0.88
DEFL. in (loc) I/deft L/d
Vert(LL) -0.20 11-12 >999 360
PLATES GRIP
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.83
Vert(CT) -0.32 11-12 >999 240
TCDL 10.0
Rep Stress met YES
WB 0.52
Horz(CT) 0.09 8 Fila n/a
BCLL 0.0 '
Code ISC2018/TPI2014
Matrix -S
Wind l -L) 0.07 2-12 >999 240
Weight: 19218 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS
WEDGE
Leff: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 2=1718/0-3-8,8=1718/0-3-8
Max Herz 2=295(LC 11)
Max Uplift 2=-178(LC 12), 8=A 78(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2470/245, 3-4=-2213/277, 4-5=-1582/277, 5-6=-1582/277, 6-7=-2213/278,
7-8=-2470/245
BOT CHORD 2-12=-295/2041,11-12=15211690, 10-11=-41/1591, 8-10=-96/1916
WEBS 5-11=-176/1228,6-11=-770/261, 6-10=-69/525,7-10=-3041205, 4-11=-770/261,
4-12=-69/525, 3-12=-303/205
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 6-11,4-11
NOTES- (9-11)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b)
2=178.8=178.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVrPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING. Verify design parameters andREAD NOTES ON THIS AND INCLUDED MREK REFERENCE PAGEMII-1412 res, 1WON2016 SEFORE USE.
Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer most verify the applicability of design parameters and properly incorpamte this design into the overall
ballding design. Bracing indicated is to prevent buckling of individual iron web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of muses and truss systems, shaANSUTPII Quality Checks, DSB-89 and SCSI Building Component
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
tS{{llflllltrf7f//
No. 60400285
-
STATE OF
'1``S70 M1l A1
0
�0"
February 26,2019
seeress
iTek'
618 6oundside Road
Edentoq NC 27932
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 20:10:33 2018 Page 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-Tbd3WL49MVeP00yDvQXbocVhPyXOesbzDeNOifyAbFa
3-10-3 6-11-8 11-10-8 16-9A 22-0-0
� 33-10�
3x4 II
6
5x10 = 6x8 = 4x4 =
Scale = 1:71.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.20 8-9 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Ven(CT) -0.32 8-9 >820 240
TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.05 7 n/a Fila
BCLL 0.0
BC 10.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.09 8-9. >999 240 Weight: 1441b FT=5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except* BOT CHORD
6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS
REACTIONS. (Ib/size) 1=1085/10-3-8,7=1085/0-3-8
Max Herz 1=488(LC 12)
Max Uplift 1=-33(LC 12), 7=-309(LC 12)
Max Grav 1=1297(LC 18), 7=1167(LC 21)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3142/63, 2-3=-2639/0,3-4=-3115/71, 4-5=-1051/0
BOT CHORD 1-9=-516/2908,8-9=-273/1149, 7-8=-143/517
WEBS 2-9=-4991198,3-9=-12151153,4-9=-162/2057, 4-8=-882/237,5-8=-12011031,
5-7=-1033/288
Structural wood sheathing directly applied or 2-7-9 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 Be bracing.
1 Row at midpt 6-7,5-7
NOTES- (8-10)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLC ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 1 except Qt --1b)
7=309.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIFrPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
e �G ��0 (P
+ No. 60900285 2-' =
® a
STATE OF
February 26,2019
,& WARNING -Verily tleslgn persmefersentl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473rev. 10/002015 BEFORE USE.
Design valid for use only with MBeLO connectors. This design is based only upon parameters shown, and is lar an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design asommelan and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6Tek'
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Lusses and truss systems, seeANSTl Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road
Safety Informationavailable from Truss Plate insinute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Truss
Truss Type
Qty
Ply
00MidAtianticE12495746
Fob------
EA -12008
SPEC
t
1
_
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 20:10:33 2018 Page 1
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-Tbd3WL49MVeP00yDvQXbocVhPyXOesbzDeNOifyAbFa
3-10-3 6-11-8 11-10-8 16-9A 22-0-0
� 33-10�
3x4 II
6
5x10 = 6x8 = 4x4 =
Scale = 1:71.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.20 8-9 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Ven(CT) -0.32 8-9 >820 240
TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.05 7 n/a Fila
BCLL 0.0
BC 10.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.09 8-9. >999 240 Weight: 1441b FT=5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except* BOT CHORD
6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS
REACTIONS. (Ib/size) 1=1085/10-3-8,7=1085/0-3-8
Max Herz 1=488(LC 12)
Max Uplift 1=-33(LC 12), 7=-309(LC 12)
Max Grav 1=1297(LC 18), 7=1167(LC 21)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3142/63, 2-3=-2639/0,3-4=-3115/71, 4-5=-1051/0
BOT CHORD 1-9=-516/2908,8-9=-273/1149, 7-8=-143/517
WEBS 2-9=-4991198,3-9=-12151153,4-9=-162/2057, 4-8=-882/237,5-8=-12011031,
5-7=-1033/288
Structural wood sheathing directly applied or 2-7-9 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 Be bracing.
1 Row at midpt 6-7,5-7
NOTES- (8-10)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLC ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 1 except Qt --1b)
7=309.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIFrPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
e �G ��0 (P
+ No. 60900285 2-' =
® a
STATE OF
February 26,2019
,& WARNING -Verily tleslgn persmefersentl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473rev. 10/002015 BEFORE USE.
Design valid for use only with MBeLO connectors. This design is based only upon parameters shown, and is lar an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design asommelan and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6Tek'
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Lusses and truss systems, seeANSTl Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road
Safety Informationavailable from Truss Plate insinute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Jpb Thea -=wasfly Ply q 00_MidAllanlic E8998010
ORDERS EA -12009 COMN 1 2 JOb ReferEOCD (opllp9ah
NVR. .B30. w, 232 _... ....»..-
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-XLBIIpSgE6sEQJ8ETDg?pPMHHCBM?ICVrocFcaydluz
4-11-2 9-11-0 __10.11-14 _ 19-11-0 20-t0A
r� 5-0fi r 5-Ofi � 4-11-2 �t-'4
3x4
5x7 II
4x6 = 1Ox12 =
Scale =170.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /dell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Veri -0.11 9-11 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.19 1-11 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.83 HOrz(CT) 0.03 7 If n/a
BCLL 0.0 * Code IRC2015frP12014 (Matrix) Wind(LL) 0.05 1-11 >999 240 Weight: 304 lb FT=5%
_ BCDL 10.0___
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied.
4-8: 2x4 SP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 SP No.1 D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-5-12, Right 2x6 SP No.2 3-5-12
REACTIONS. (ib/size) 1=5901/0-3-8,7=5979/0-3-8
Max Horz 1=-219(LC 8)
Max Upliftl=-167(LC 11), 7=-171(LC 11)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-5872/185, 2-3=-5737/215, 3-13=-5581/293, 4-13=-5476/316, 4-14=-5459/315, 5-14=-5575/294, 5-6=-5712/216,
6-7=-5843/186, 7-8=0/29
BOT CHORD 1-11=-162/3905, 10-11=-68/2725, 10-12=-68/2725, 9-12=-68/2725, 7-9=-80/3907
WEBS 3-11=-80/218, 4-11=-240/3865, 4-9=-239/3835, 5-9=-117/189
JOINT STRESS INDEX
1 = 0.86, 1 = 0. 80, 1 = 0.80, 2 = 0. 00, 3 = 0.26, 4 = 0.81, 5 = 0.26, 6 = 0.00, 7 = 0.89, 7 = 0.80, 7 = 0.80, 9 = 0.43, 10 = 0.43 and 11=0.43
NOTES- (11-12)
1) 2 -ply truss to be connected together with 1 Od (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 OC.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
ft between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 to uplift at joint 1 and 171 Ib uplift at
joint 7.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
WARNING -Verity design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473 rev. 1WOV2015 BEFORE USE.
sign vaIal for use only with one not connectors. Thh design is based only upon parameters shown, and is for an indivWuat building com conan1, not
rust system. Before use, the building designer most verify the applicability of design parameters and properly incorporate this design Into the overall
llding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
rlways required fw stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
.-..u„" sterane dcilvcrv. omalion and bracing of lances and Truss systems, seeANSUTPII Quality Criteria, DSB-8V and SCSI Building Component
Safety Infarmalionavailable from Truss Plate minima, 218 N. Lee Street, Suite 312, Alexandria, VA
No. 60900295
® a
STATE OF
C w
s`91ONA` 10\� ss``\
February 26,2019
MiT k'
818 Soundside Road
Edenton, NG 2 932
0
NSB
TNsS Typ¢
ly
Ply
00_Mi M=ilk E899B010
ORDERS
EA -12009
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NVR, 7,63asJul282015MITeklndustnes,Inc. Wed Sep1(514:41042015 Paget
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-XLBIIpSgE6sEOJ8ETDg?pFMHHCBM?ICVrocFcaydluz
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust
wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 1-7=-513(F=493), 1-4=-80, 4-8=-80
WARNING -Verifydeslgn paremateas and READ NOTES ON THISAND INCLUDED MmEK REFERENCE PAGEMII-7473 rev. 10/032015 BEFORE USE.
Design vol'Id for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bearing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing
A NIR'eA.
11+6 V Ci
is aIw.ysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
Irrbncatio, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Clifford, DSB-89 and BCSI Building Component
816 Soundside Road
Safety intarmattonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
EdeNoq NC 27932
Job Truss Truss Type Qty �Fly� G01_MIdAtIantIc
E12495747
ORDERS EA -12010 MONO ::1 1 1
Job Reference (optional)
NVR, Frederick, NO -21703,
8.220 s Nov 16 2U18 MI I eK inaustrles, Inc. Bun uec B ZU:1U:33 zU16
2.4 II Scale=1:14.9
2.4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.06 24 x999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.12 2-4 >550 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCLL 0.0
BCDL 10_0 Code IBC2018/TP12014 Matrix -P _ Wind(LL) 0.00 2 -- 240 Weight: 22 In FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 2=378/0-3-8.4=275/0-1-8
Max Ho¢ 2=93(LC 8)
Max Uplift 2=-79(LC 8), 4=-56(LC 12)
Max Grav 2=519(LC 19), 4=370(-C 19)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-314/90
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 par (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 pet or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Bearing at joints) 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of
mechanical
surface. ` 1t{{{11yf�1 ftp/
e) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 4. �
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 2, 4. v� �,. R>>
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSU-7PI
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction °`'Q� �6 •00
to a wind speed of 115 mph. = No. 60900285 ,
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of _
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. -
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction. STATE OF ,•° 0�
C?iin
y xi�s�/ONA` S�-"� ``�
February 26,2019
AA WARNING. Verify design pammefere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7479 new f0/OV2015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
pB�Y�A.'
CCdd�e 66 KK
h always required for stability and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSlgPll Quality Criteria, DSB-89 and BCSI Building Component
618 aoundside Road
Safety Informaflonavoilabie from Truss Plate Institute. 218 R Lee Street, Suite 312. Alexandra, VA 22314.
Edenton, NC27932
Jab Truss Truss Type (fly Ply J b M1fdA lncel (optional)
E12495748
ORDERS EA -12011 MONO 1 1
NVR, Frederick, MD -21703,
6.220 a Nua Ia LV IO IVII l eR ridushiea, nlu. Sur, Dvu a cu., : 4 a�,u
2x4 11 Scale = 1:14 a
1.- _..1 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deFl US PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 VergLL) -0.04 2-4 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.09 2-4 1708 240
TCDL 10.0 Rep Stress incr YES WB 0.00 Hom(CT) 0.00 n/a n/a
BCLL 0.0 Code IBC2018/rPi2014 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 21 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF NO.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 2=356/0-3-8,4=251/0-3-8
Max Horz 2=87(LC8)
Max Uplift 2=-77(LC 8), 4=-51(LC 12)
Max Grant 2=489(LC 19), 4=338(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-286/82
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 par (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
CV9 g diYel°
9 Y!
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
818 Soundside Road
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Edenton, NO 27932
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will Flt between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2, 4.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TP11.``
\41ik II E1
///7t
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
tvv�tt
S
�e Z),
to a wind speed of 115 mph.
10 Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
9 P P
0.78 will adjust uplift reaction to a wind speed mph.
�
i
�G ��°° ly. %.
100 mph, wind reaction x
ed i seat place of wood bearing, of any seatat size, provided the hanger has been sized for the
11) Metal hangers, of any seat size, can be used
J Q• •:
Q` O°°•e N
required maximum reaction.
>°'
= No. 66460285 ^, -
__
- STATE OF
Ss�OtUALtE���������
February 26,2019
A& WARNING-Verifx design paefer feas and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7470 rev. 1WO212015 BEFORE USE.
Design valid for use only with MBeW connectors. This design is based only upon parameters shown. and Is for an individual building dom ponent, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indkated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
CV9 g diYel°
9 Y!
is always required mrstabilfty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-B9 and SCSI Building Co. recent
818 Soundside Road
Safety Informationavaiioble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
JOb
FUSS
Naa ype
iy
y
00_MkAllanlia
building design. Bracing indicated is to preveN buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Id
FY8 A !Tek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgenemi guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, $00ANSIRPII Quality Ontario, DSB-89 and BCSI Building Component
E8998011
ORDERS
EA -12012
SPEC
1
i
Job Reference (optional) --
NVR. ,.wu a au, me so„„ ,"'...� 3,Pis,4.41 v+<",., vo.
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-OY17V9SS?Q_50TiRixBELSuQzbWPkiDe4SLp8Oydluy
4-3-0 6-11-6 it10816-9-8 22-0-0
~-4-3-0 2-8-8 4-1t-0 4-11A —1 5-2-8
3x4 II
8A0 F12
4x8 = 12 " 11 8
4x4 = 6x6 = 4x6 = 5x6 = 04 =
Scale= 1:72.2
LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.15 11 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.38 11-12 1692 240
TCDL 10.0 Rep Stress Incr NO WB 0.97 HOrz(CT) 0.04 8 n/a n/a
BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Winct 0.05 it 1999 240 Weight: 158 Ib FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2D *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
5-7: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing.
BOT CHORD 2x6 SP No.1 D WEBS 1 Row at midpt 7-8,6-8
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
4-11: 2x4 SP No.2 or 2x4 SPF No.2
REACTIONS. (Ib/size) 1=1699/0-3-8,8=1289/0-3-8
Max Horzl=337(LC 10)
Max Grant 1 =1 91 O(LC 16), 8=1329(LC 16)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4968/0, 2-3=-4927/0, 3-4=-4452/0, 4-5=-1289/0, 5-6=-1090/0, 6-7=-135/69, 7-8=-167/58
BOT CHORD 1-12=0/4630, 12-13=0/3776, 11-13=0/3776, 10-11=0/1531, 9-10=0/1531, 9-14=0/636, 14-15=0/636, 8-15=0/636
WEBS 2-12=-355/124, 3-12=0/1117, 3-11=-1936/0,6-8=-1271/0, 6-9=0/1362, 4-9=-1260/0, 4-11=013264
JOINT STRESS INDEX
1 = 0.99, 2 = 0.26, 3 = 0.91, 4 = 0.86, 5 = 0.21, 6 = 0.83, 7 = 0.27, 8 = 0.44, 9 = 0.81, 10 = 0.45, 11 = 0.89 and 12=0.72
NOTES- (10-11)
1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasc=1031rl TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; C1=1.1
3) Unbalanced snow loads have been Considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has
en designed for a
ve load of 20.Opsf on the bottom chord
areas where a
tangle 3-6-0 tall by 2-0-0 wide will
6) Load Cafit ses)
1 bottom3, 4, 5, chord 7 n8, 9, 110, 11, d any other 12,m13, 14, 11th 5, i16,D17, 18, 19, 20,121 1122 has have been modified. Building designer must
xxx4 T �r�,7,/
review loads to verify that they are correct for the intended use of this truss.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hangers) Or other connection device(s) shall be provided sufficient to support concentrated loads) 817 Ib down at 5-6-12 on bottom =
chord. The design/selection of such connection devices) is the responsibility of others. NO. 604002$5 t
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _
10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to ® t
a wind speed of 115 mph. " '� STATE OF P �-
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
�
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. /AOR` '`°..... �;r°' 'Ca�'.`
LOAD CASE(S)
ssCOPlltf},`
February 26,2019
,& WARNING- Venry design Parametersaad READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 111II-9475 rev. 1WON2016 BEFORE USE.
■
Design valid for use only with Mitek®connectors. This design 6 based only upon parameters shown, and Is for an individual building component, not
e
a truss system. Before use, the building designer must verity The applkability of design parameters and properly incorporate this design into the overall
`
building design. Bracing indicated is to preveN buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Id
FY8 A !Tek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgenemi guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, $00ANSIRPII Quality Ontario, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
06"
Truss
Truss ype
ly
Ply
oo_MWAnamic
E8998011
ORDERS
EA -12012
SPEC
i
1
Job Reference (optional) _
NVR,
y ,o Feaaa
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-OV17V9SS?Q_50TiRixBELSuQzbWPkIDe4SLp80ydluy
LOAD CASE(S)
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-80, 3-7=-80, 1-8=-20
Concentrated Loads (Ib)
Vert: 13=-817(8)
2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-65, 3-7=-65, 1-14=-20, 14-15=-50, 8-15=-20
Concentrated Loads (lb)
Vert: 13=-817(B)
3) Dead + 0.75 Snow (UnbaL Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-93, 3-7=-65, 1-14=-20, 14-15=-50, 8-15=-20
Concentrated Loads (lb)
Vert: 13=-817(8)
4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-33, 3-7=-34, 1-14=-20, 14-15=-50, 8-15=-20
Concentrated Loads (Ib)
Vert: 13=-817(B)
5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-20, 3-7=-20, 1-8=40
Concentrated Loads (lb)
Vert: 13=-817(8)
6) Dead+ 0.6 MWFRS Wind (Pos. Internal) Leff: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pll)
Vert: 1-3=16, 3-7=-13, 1-8=-12
Horz: 1-3=-28, 3-7=1
Concentrated Loads (lb)
Vert: 13=-817(8)
7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=9, 3-7=7, 1-8=-12
Horz: 1-3=-21, 3-7=-19
Concentrated Loads (Ib)
Vert: 13=-817(B)
8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=4 3-7=-32, 1-8=-20
Herz: 1-3=-16, 3-7=12
Concentrated Loads (Ib)
Vert: 13=-817(B)
9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-11, 3-7=-12, 1-8=-20
Horz: 1-3=-9, 3-7=-8
Concentrated Loads (lb)
Vert: 13=-817(8)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16,3-7=16,1-8=-12
Herz: 1-3=-28, 3-7=-28
Concentrated Loads (lb)
Vert: 13=-817(6)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=5, 3-7=5, 1-8=-12
Hoa: 1-3=-17, 3-7=-17
Concentrated Loads (lb)
Vert: 13=-817(B)
12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16, 3-7=16, 1-8=-12
Herz: 1-3=-28, 3-7=-28
Concentrated Loads (lb)
Vert: 13=-817(B)
13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=5, 3-7=5, 1-8=-12
Herz: 1-3=-17, 3-7=-17
Concentrated Loads (Ib)
Vert: 13=-817(B)
14) Dead + 0,6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
WARNING-Verl/y designperdmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 on, 1N09/1015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design h based only upon parameters shown, and is for an Individual buliding component, not
a truss system. Before use, the building designer most vestry the applicability of design parameters and properly incorporate thh design into the overall
no.r ir,h hPH 1, to nreveni buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
to prevent collapse with Possible personal injury and
cion and bracing of trusses and truss systems, seeANS
Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexa
eseusse
MiT k'
818 Soondside Road
Edenton, NC 27932
Job Nss Truss Type Qty 7y 00_MidA0acil
E8996011
ORDERS EA -12012 SPEC 1 1
Job Reference (optional)
NVR,
7.630 s Jul 282015 it Industries,Inc. Wed Sep 1614.41.052015 Page
ID:qQS_EhxXc57EmneVi_AijTZE1Q4-OY17V95S?Q_50TiRixBELSuQzbWPkiDe4SLp80ydluy
LOAD CASE(S)
Uniform Loads (plf)
Vert: 1-3=4, 3-7=-4, 1-8=-20
Horz: 1-3=-16, 3-7=-16
Concentrated Loads (Ib)
Vert: 13=-817(8)
15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-14, 3-7=-14, 1-8=-20
Herz : 1-3=-6, 3-7=-6
Concentrated Loads (lb)
Vert: 13=-817(8)
16) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-117, 3-7=-80, 1-8=-20
Concentrated Loads (Ib)
Vert: 13=-817(6)
17) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-7=-38, 1-8=-20
Concentrated Loads (Ib)
Vert: 13=-817(8)
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-20, 3-7=-20, 1-14=-20, 14-15=-60, 8-15=-20
Concentrated Loads (lb)
Vert: 13=-817(8)
19) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-53, 3-7=-74, 1-14=-20, 14-15=-50, 8-15=-20
Hors: 1-3=-12, 3-7=9
Concentrated Loads (Ib)
Vert: 13=-817(6)
20) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pif)
Vert: 1-3=-58, 3-7=-59, 1-14=20, 14-15=-50, 8-15=-20
Horz: 1-3=-7, 3-7=-6
Concentrated Loads (Ib)
Vert: 13=-817(8)
21) Dead+ 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (tilt)
Vert: 1-3=-53, 3-7=-53, 1-14=-20, 14-15=-50, 8-15=-20
Herz: 1-3=-12, 3-7=-12
Concentrated Loads (lb)
Vert: 13=-817(13)
22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (PI)
Vert: 1-3=-60, 3-7=-60, 1-14=-20, 14-15=-50, 8-15=-20
Herz: 1-3=-5, 3-7=-5
Concentrated Loads (Ib)
Vert: 13=-817(6)
WARNING- Veryydesignparamerers and READ NOTES ON THIS AND INCLUDED It REFERENCE PAGEMIL7419 rev.10/0]2015 BEFORE USE.
Design valid for use only with Mitek®connectors. The design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicaled is Io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bmcing
iTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSlpPlt Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety informationavailable from Truss Plate Institute. 218 N. lee Street. Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, BAD -21703,
03zu S hcht 10 Nla Ivll erc Irtau5Rie5, in.. So" Do. tl rage i
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-P_ Ipxl6Pu6u7FK6cOra3ulb3DIOQ6zvGgysVMXyAbFY
Scale - 1:11.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/tlefi L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.01 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 V.'t(CT) -0.02 2-4 >999 240
TCDL 10.0 ReBCILL 0.0p Stress incr YES WB 0.00 Horz(CT) 0.00 the n/a
BCDL 10.0 Code IBC2018/TP12014 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 15 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 2=283/0-3-8,4=171/0-1-8
Max Herz 2=66(LC 8)
Max Uplift 2=-71 (ILC 8), 4=-34(LC 12)
Max Gray 2=388(LC 19), 4=228(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) of less except when shown.
Structural wood sheathing directly applied or 3-11-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extehor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 4 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITrPI
1.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110-7412 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiThAD connectors. This si Is based only upon porameters shown, and is for an Individual building component, not
a Imss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oury. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIflPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
\\t\\tttllll P(1/!7j
No. 60900285
STATE OF �.-
�O.c. `°.�NDIA,IAP,
February 26,2019
MiTek'
818 Soundside Road
Edenton, NC 27932
Truss Type
Qty
Ply
00MidAllantic
E
EA -12013
MONO
1
1
--E12495749
Job Reference (optional)
NVR, Frederick, BAD -21703,
03zu S hcht 10 Nla Ivll erc Irtau5Rie5, in.. So" Do. tl rage i
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-P_ Ipxl6Pu6u7FK6cOra3ulb3DIOQ6zvGgysVMXyAbFY
Scale - 1:11.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/tlefi L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.01 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 V.'t(CT) -0.02 2-4 >999 240
TCDL 10.0 ReBCILL 0.0p Stress incr YES WB 0.00 Horz(CT) 0.00 the n/a
BCDL 10.0 Code IBC2018/TP12014 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 15 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 2=283/0-3-8,4=171/0-1-8
Max Herz 2=66(LC 8)
Max Uplift 2=-71 (ILC 8), 4=-34(LC 12)
Max Gray 2=388(LC 19), 4=228(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) of less except when shown.
Structural wood sheathing directly applied or 3-11-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extehor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 4 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITrPI
1.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110-7412 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiThAD connectors. This si Is based only upon porameters shown, and is for an Individual building component, not
a Imss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oury. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIflPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
\\t\\tttllll P(1/!7j
No. 60900285
STATE OF �.-
�O.c. `°.�NDIA,IAP,
February 26,2019
MiTek'
818 Soundside Road
Edenton, NC 27932
Jab
Truss
Tmss Type
Qty
Ply
00_MidAllantic
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
E72495750
ORDERS
EA -12014
MONO
1
1
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.12
Vert(CT) -0.01 2-4 >999 240
TCDL 10.0
Job Reference (optiona0
NVR, Frederick, MD -21703,
8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 20:10:36 2018 Page 1
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-tAIC8N6lfQ0_lUgoaY51QF7Gs91HrP9Pvcb2uzyAhFX
Scale = 1:10.4
<xn
�-
3-6-0 _
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.28
Vert(LL) -0.01 2-4 -999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.12
Vert(CT) -0.01 2-4 >999 240
TCDL 10.0
Rep Stress lncr YES
WE 0.00
Horz(CT) 0.00 rile We
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for thel�-
BCLL 0.0 '
Code IBC2018/TPI2014
Matrix -P
Wind(LL) 0.00 2 "'"' 240
Weight: 14 lb FT=5%
BCDL 10.0
STATE OF
/!!!///SS/ONAt
_
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2
TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 2=262/0-3-8,4=146/0-3-8
Max Hertz 2=60(LC 8)
Max Uplift 2=-69(LC 8), 4=-29(LC 12)
Max Gram 2=355(LC 19), 4=192(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
�q '
MiTek
YV9 6 i6
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
818 Soundside Read
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
_tooe'
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 2, 4.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
ttlilt ttf 11/{7
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
x $ !
``��
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for thel�-
� �dC� •°°..STE
required maximum reaction.
J d Q" 0 °°. N
g
NO. 60400285
STATE OF
/!!!///SS/ONAt
\\\'\
tS�,
February 26,2019
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7472 ., 1WOW015 BEFORE USE.
Design valid for use only with Mitek®connectors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
temporary and permanent bracing
bulldingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members oars. Additional tem
�q '
MiTek
YV9 6 i6
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Ed ard, ITS B-89 and BCSI Building Component
818 Soundside Read
Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MI ek IOdustrles, Inc. sun Deb 9 20IIU:37 2008 Paget
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-MMsaMj7fQj9gUeF_BGcXzSgN7Z31 asPZ8GLbRQyAbF W
hill
Scale: V=V
2x4 = a4
I' 4.6-0 -_- -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.02 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.04 2-4 >999 240
TCDL 10.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCLL 0.0 * Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.00 2 **`* 240 Weight: 17111 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 2=308/0-3-8, 4=199/0-3-8
Max Horz 2=73(LC 8)
Max Uplift 2=-73(LC 8), 4=-40(LC 12)
Max Gray 2=425(LC 19), 4=268(LC 19)
FORCES. (Ib) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown.
NOTES- (9-11)
Truss
Truss Type
Qty
Ply
00_MidAtlantic
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
MiTek'
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
E12495751
[ORDERS
EA -12015
MONO
1
1
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2, 4.
Jab Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MI ek IOdustrles, Inc. sun Deb 9 20IIU:37 2008 Paget
ID:3tzdCRoEOtwSFMaHAwjrPuzEOal-MMsaMj7fQj9gUeF_BGcXzSgN7Z31 asPZ8GLbRQyAbF W
hill
Scale: V=V
2x4 = a4
I' 4.6-0 -_- -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.02 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.04 2-4 >999 240
TCDL 10.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCLL 0.0 * Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.00 2 **`* 240 Weight: 17111 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 2=308/0-3-8, 4=199/0-3-8
Max Horz 2=73(LC 8)
Max Uplift 2=-73(LC 8), 4=-40(LC 12)
Max Gray 2=425(LC 19), 4=268(LC 19)
FORCES. (Ib) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown.
NOTES- (9-11)
■■■
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
■
MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
`
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
MiTek'
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
313 Soundside Road
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
Edenton, NC 27932
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2, 4.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
t�\1t1tI I I
to a wind speed of 115 mph.
10) Design ecked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
checked for
\x\`vvt �,. ST�Z
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
�,. �G �•, Gy
required maximum reaction.
NO, 60400285 °U%
STATE OF ° 47
'ONIAE
February 26,2019
,& WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGEMII4473 rev. 1WO312015BEFORE USE.
■■■
Design valid for use only with Mnek®connectors. This design o based only upon parameters shown, and is for an individual building component,not
■
a truss system. Before use, the building designer must verity the applkability of deign parameters and properly incorporate this design into the overall
`
buildingdes"go. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additlanattempararyandpermanentbracing
MiTek'
s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and irons systems, seeANSIRPil Quality Crllena, DSB-89 and SCSI Building Component
313 Soundside Road
Safety Informalionavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Atexandna, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD - 21703, d.zzu S NOV ru zura Nin ex Inausmes, mc. aur,. a m: ivao aw rage i
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-gZQyZ28HB1Hh6ogBiz7mVgDVLzOQJJfiMw49zsyAbFV
0-11A 4-11-8
0-11-4 4-11-8
._
2x4 =
Scale = 1:12.8
is
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.03 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.06 24 >984 240
TCDL 10.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 PIS n/a
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.00 2 '' 240 Weight: 19 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 2=330/0-3-8.4=223/0-1-8
Max Ho¢ 2=80(LC 8)
Max Uplift 2=-75(LC 8), 4=-45(LC 12)
Max Gray 2=454(LC 19), 4=300(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-254/73
Structural wood sheathing directly applied or 4-11-8 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 2, 4.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7079 rev. 1NOJMOIS BEFORE USE.
Design valid for use only with Mgek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss was, and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncatlon, storage, delive, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Chore, OSB -89 and BCSI Building Component
Safety Ioformationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314.
ms�Cd,C3 R(`�>e (P
No. 60900285
a a
STATE OF g
IA
February 26,2019
oTek'
818 soundside Road
Edenton, NC 27932
TrusTruss
Type
Qy
Ply
00MidAtlanticE12495752
S
L
EA -12016
MONO
1
1
Jab Reference (optional)
NVR, Frederick, MD - 21703, d.zzu S NOV ru zura Nin ex Inausmes, mc. aur,. a m: ivao aw rage i
ID:qQS_EhxXc57EmneV1_AijTzE1Q4-gZQyZ28HB1Hh6ogBiz7mVgDVLzOQJJfiMw49zsyAbFV
0-11A 4-11-8
0-11-4 4-11-8
._
2x4 =
Scale = 1:12.8
is
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.03 2-4 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.06 24 >984 240
TCDL 10.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 PIS n/a
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.00 2 '' 240 Weight: 19 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/size) 2=330/0-3-8.4=223/0-1-8
Max Ho¢ 2=80(LC 8)
Max Uplift 2=-75(LC 8), 4=-45(LC 12)
Max Gray 2=454(LC 19), 4=300(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-254/73
Structural wood sheathing directly applied or 4-11-8 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 2, 4.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7079 rev. 1NOJMOIS BEFORE USE.
Design valid for use only with Mgek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss was, and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncatlon, storage, delive, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Chore, OSB -89 and BCSI Building Component
Safety Ioformationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314.
ms�Cd,C3 R(`�>e (P
No. 60900285
a a
STATE OF g
IA
February 26,2019
oTek'
818 soundside Road
Edenton, NC 27932
Job Truss TM55 Type Qly Ply Oi_MidAtlantioGGaer-Int
E9413766
ORDERS EA -12287 SPEC i 1
Job Reference (optional)
NVR,
5-2-8
3.4 11
Anne 7
3x6 = 3.4 11 8x8 = 4x4 = 4x4
Scale = 172.2
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.12 11 >999 360 MT20 197/144
(Roof Snow= -30.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.26 11-12 >999 240
TCDL 10.0 Rep Stress ]net NO WB 0.67 Horz(CT) 0.04 8 DID n/a
BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.04 11 >999 240 Weight: 160 Ib FT = 5
BCDL 10.0-
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-12 oc purlins, except
BOT CHORD 2x6 SP NoAD end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8,3-10, 4-9, 6-8
REACTIONS. (Ib/size) 1=1612/0-3.8,8=1184/0-3-8
Max Horz1=337(LC 10)
Max Uplift8=-36(LC 10)
Max Grav 1=1824(LC 16), 8=1223(LC 16)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4415/0, 2-3=-4378/0, 3-4=-1700/0, 4-5=-804/0, 5-6=-608/0, 6-7=-135/69, 7-8=-167/58
BOT CHORD 1-13=0/4110, 12-13=0/4110, 11-12=0/3160, 10-11=0/3148, 9-10=0/1335, 9-14=-1/581, 8-14=-1/581
WEBS 2-12=-351/115, 3-12=0/1214, 3-11=0/225, 3-10=-1998/0, 4-10=0/941, 4-9=-1136/0, 6-9=0/953, 6-8=-1161/1
JOINT STRESS INDEX
1=0.88,2=0.26,3=0.66,4=0.81,5=0.24,6=0.82,7=0.27,8=0.41,9=0.72,10=0.60,11=0.26 and 12=0.80
NOTES- (11-12)
1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS
96
CY9 B iTek•
(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category il; Exp B; Partially Exp.; Ct=1.1
818 Soundside Road
3) Unbalanced snow loads have been considered for this design.
Edenton, NC 27932
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been ned for a live load of 20.Opsf on the ottom in all areas where a tall by 2-0-0 wide will
1PtV l l5lTf[3r
bed een the bot with
e di and( any oche members,
k�`'/'''/
rchord
truss tbeariog pate capable of withstanding 361b uplift atljoint68
6) Pt
7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been modified. Building designer must
truss.
`\\````
\� .J� ° °G�$T@p°`•. �/ ��
Q° ° 7G CC °•• Y
review loads to verify that they are correct for the intended use of this
;
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
= 2
9) Hangers, or other connection device(s) shall be provided sufficient to support concentrated load(s) 625 lb down at 3-6-12 on bottom
t Np, 60900265 ,
chord. The design/selection of such connection device(s) is the responsibility of others.
_
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to
b STATE OF
a wind speed of 115 mph.
12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
% �O °°•, 7 (�4LI C
% .6 °• ,fVDIP.hyF;^ " .�
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S)
/0'"If SIA` tE.�txxxx4
February 26,2019
WARNING-Verirydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7413 rev. 1WON2015 BEFORE USE.
Design valid for use only with MTDBO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
96
CY9 B iTek•
6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Cdteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Iaformailonavaibble Gem Trust Plate institute, 218 N. Lee Street. Sidle 312, Alexandra, VA 22314.
Edenton, NC 27932
Jab Truss TNsa Type Qty Py 01_MIOAtlantic-Girtler-Int
Eg413]66
ORDERS — EA-122fi] SPEC 1 1
Job Reference (opllonag
NVR, 7.640 s Sep 292015 MiTek Industries. Inc Tim Apr 1415:22:392616 Page
ID:gQS_EhxXc57EmneV i_AijTzEi Q4-ZppVzeidBcHtjZNRK?V5CXDo2fyaaJ7tcE2uCrzQnO_
LOAD CASE(S)
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-80, 3-7=-80, 1-8=-20
Concentrated Loads (lb)
Vert: 13=-625(8)
2) Deatl+ 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (fill)
Vert: 1-3=-65, 3-7=-65, 1-9=-20, 9-14=-50, 8-14=-20
Concentrated Loads (Ib)
Vert: 13=-625(6)
3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-93, 3-7=-65, 1-9=-20, 9-14=-50, 8-14=-20
Concentrated Loads (lb)
Vert: 13=-625(B)
4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-33, 3-7=-34, 1-9=-20, 9-14=-50, 8-14=-20
Concentrated Loads (Ib)
Vert: 13=-625(8)
5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-20, 3-7=-20, 1-8=40
Concentrated Loads (lb)
Vert: 13=-625(B)
6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16, 3-7=-13, 1-8=-12
Horz: 1-3=-28, 3-7=1
Concentrated Loads (Ib)
Vert: 13=-625(8)
7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-3=9, 3-7=7, 1-8=-12
Harz: 1-3=-21, 3-7=-19
Concentrated Loads (lb)
Vert: 13=-625(8)
8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-4, 3-7=-32, 1-8=-20
Horz: 1-3=-16, 3-7=12
Concentrated Loads (lb)
Vert: 13=-625(B)
9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-11, 3-7=-12, 1-8=-20
Horz: 1-3=-9, 3-7=-8
Concentrated Loads (lb)
Vert: 13=-625(8)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16, 3-7=16, 1-8=-12
Horz: 1-3=-28, 3-7=-28
Concentrated Loads (Ib)
Vert: 13=-625(8)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (of)
Vert: 1-3=5, 3-7=5, 1-8=-12
Horz: 1-3=-17, 3-7=-17
Concentrated Loads (Ib)
Vert: 13=-625(8)
12) Dead + 0,6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16, 3-7=16, 1-8=-12
Horz: 1-3=-28, 3-7=-28
Concentrated Loads (Ib)
Vert: 13=-625(8)
13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pro
Vert: 1-3=5, 3-7=5, 1-8=-12
Horz: 1-3=-17, 3-7=-17
Concentrated Loads (Ib)
Vert: 13=-625(8)
14) Deatl+ 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
-AA WARNING. Verily design pammetera and READ NOTES ON THIS AND INCLUDED MMEKREFERENCE PAGEMII-7473rev. 1NO3/2015 BEFORE USE.
Design valid for use only with MRek49 conneclom. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall
Iff
building design. Bracing indicated is to prevent buckling of individual Imss web and/or chord members only. Additional temporary and permanent bracing
9 R
6Y6� A;Tek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
labPator n, storage, delivery, erection and bracing of trusses and truss systems, seeANSIFfPiI Quality Criteria, DSB-89 and BCSI Building Component
819 Soundade Road
Safely Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
in
Truss
Truss Type
Qty
Ply Ot_MldAtlami Gimer-rot
building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is al mys required for stability and to prevent collapse with possible personal Injury and properly damage. Lou general guidance regarding the
E9413]66
ORDERS
EA -12267
SPEC
1
1
Job Reference Coptionap
NVR,
7.640 5 Sep 29 2015 M,Tek Industries, no. Thu Apr 14 15:22:39 2016 Page 3
ID:gQS_EhxXc57EmneV 1_AijTzEi Q4-ZppYzeidBcHtjZNRK?V5CXDo2fyaaJ7tcE2uCmQnO_
LOAD CASES)
Uniform Loads (pin
Vert: 1-3=-4,3-7=-4,I-8=-20
Herz: 1-3=-16, 3-7=-16
Concentrated Loads (Ib)
Vert: 13=-625(6)
15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (ph)
Vert: 1-3=-14, 3-7=-14, 1-8=-20
Horz: 1-3=-6, 3-7=-6
Concentrated Loads (lb)
Vert: 13=-625(8)
16) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-117, 3-7=-80, 1-8=-20
Concentrated Loads (lb)
Vert: 13=-625(8)
17) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-7=-38, 1-8=-20
Concentrated Loads (lb)
Vert: 13=-625(B)
18) Dead + Uninhabitable Attic Storage: Lumber Increase=125, Plate Increase=1.25
Uniform Loads (pin
Vert: 1-3=-20, 3-7=-20, 1-9=-20, 9-14=-60, 8-14=-20
Concentrated Loads (lb)
Vert: 13=-625(6)
19) Dead + 0.75 Snow (bat.) + 0.75 Uninhab+ Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-53, 3-7=-74, 1-9=-20, 9-14=-50, 8-14=-20
Horz: 1-3=-12, 3-7=9
Concentrated Loads (lb)
Vert: 13=-625(B)
20) Dead + 0,75 Snow (bat.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-58, 3-7=-59, 1-9=-20, 9-14=-50, 8-14=-20
Holz: 1-3=-7, 3-7=-6
Concentrated Loads (lb)
Vert: 13=-625(B)
21) Dead+ 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-53, 3-7=-53, 1-9=-20, 9-14=-50, 8-14=-20
Horz: 1-3=-12,3-7=-12
Concentrated Loads (lb)
Vert: 13=-625(6)
22) Dead + 0.75 Snow (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-60, 3-7=-60, 1-9=-20, 9-14=-50, 8-14=-20
Herz: 1-3=-5, 3-7=-5
Concentrated Loads (lb)
Vert: 13=-625(B)
WARNING -Verily des/gnparamerers and READ NOTES ON THIS AND INCLUDED MNEK REFERENCEPAGEMII-7419 rev. ISsIU1015 BEFORE USE.
■
Design valid for use only with Walks connectors. This design is based only upon parameters shown, and is for an individual building component, not
■
a truss system. Before use, The building designer must verify the .,,Moab iliH of design Parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is al mys required for stability and to prevent collapse with possible personal Injury and properly damage. Lou general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, saPANSI/TPII Quality Criteria, DSB-139 and 9CS1 Building Component
818 Sau nnilde Road
Safety Informationavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
Job
Trans
Truss
Truss Type
Qly
Ply
00_MidAtlantic
E12498330
ORDERS
53
SPEC
1
1
Job Reference (optional) _
NVR, Frederick, MD -21703, ti s Nov To zuie mltex industries, Inc. aun Doc em:er:ra cora Paye l
I0:3tzdCRoEOtwSFMaHAwjrPuzEOal-Zoghk7T15iU5CDQ6ltHHkRsOnJHZ?TCmbuR8 W oyAasY
11-2-5 17-2-3 --23-2-1_ 28-11-6558 34-11-D 3j-�0
1
-it -
Scale
5x6 =
3x4 II 6x8 =
= 1:61.4
3x4 = 6x8 = 3x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft LID PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.39 7-9 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.82 7-9 >509 240
TCDL 10.0 Rep Stress lncr YES WB 0.56 HorzICT) 0.11 7 n/a rue
BCLL 0.0 Code IBC2018/TP12014 Matrix -5 Wind(LL) 0.06 7-9 >999 240 Weight: 195 lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 or 2x4 SPF No.2 2-2-0 oc bracing: 7-9.
WEDGE WEBS 1Row at micipt 4-10,5-10
Left: 2x4 SP or SPF No.2, Right: 2x4 SP or SPF No.2
REACTIONS. (Ib/size) 1=173010-3-8,7=1819/0-3-8
Max Harz 1=-202(LC 8)
Max Uplift 1=-120(LC 12), 7=-149(LC 13)
Max Gray 1=2134(LC 34), 7=2303(LC 34)
FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3129/217, 2-3=-2492/170, 3-4=-2341/166, 4-5=-2340/166, 5-9=-14/643,
5-6=-2474/170,6-7=-3122/220
BOT CHORD 1-11=-215/2439, 10-11=-121/1919, 9-10=-11/1950, 7-9=-71/2423
WEBS 2-11=-709/250, 3-11=-20/667, 3-10=491/684, 4-10=-976/196, 5-10=-190/626,
6-9=-653/244
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft, Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lure DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (jt=1b)
1=120,7=149.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
WARNING- Treaty design pancr eMrsend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7479 rev. 1WOV2015 BEFORE USE.
Design valid for use only with Mifek®connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not
G truss system. Before use, the building designer must verity The applicability of design parameters and properly incorporate the design Into the overall
building design. Bracing indicated is to prevent buckling of Individual Iruss web and/or chord members only. Additional Temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and Iruss systems, sa.ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safely oformatlonavaiiabie from Truss Plate Institute, 218 R Lee Street, Wife 312, Alexandra, VA 22314.
`I If 11/110/1
,ISTRZk
1STE'
°7C4>
No. 60400285
e
STATE OF
C�
�sslONA` t��`x`\�
February 26,2019
OF
MiTek'
618 6oundside Road
Edenton, NC 27932
Job
Type
Qly
Ply
--
00_MidAtiantic
5-12=-341/176,6-12=-60/863,7-12=-901/225, 7-11=-55/536, 8-11=-400/173
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33tt; Cat. 11; Exp B; Enclosed;
E12498331
:_J
ORDERS
;;=HIPEs
1
1
3) Unbalanced snow loads have been considered for this design.
ttttll-If
_
``vttt
` r
`�+.• F?,>). y,
non -concurrent
5) Provide adequate drainage to prevent water ponding.
Jab Reference (optional)
NVR, Frederick, MD -21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 20:37:17 2uls
Scale = 162.8
4x6 =
3x4 = 4x6 =
4 5 6 19
3x4 = 3x8 = 3x4 3x8 = 3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.19 14-15 -999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.84 Vert(CT) -0.29 11-12 >999 240
TCDL 10D Rep Stress [net YES WB 0.37 Horz(CT) 0.12 9 Pill n/a
BCLL 0.0 * Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.06 14 >999 240 Weight: 2281b FT=5%
BC_DL_ 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 3-14, 5-14, 5-12, 7-12
WEDGE
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/Size) 1=173010-3-8,9=1819/0-3-8
Max Harz 1=-253(LC 10)
Max Uplift 1=-144(LC 12), 9=-168(LC 13)
Max Grav 1=2329(LC 33), 9=2418(LC 33)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-3626/232, 2-3=-3320/262, 3-4=-24841234, 4-5=-1910/238, 5-6=-1910/237,
6-7=-2487/232, 7-8=-3309/257, 8-9=-3637/228
BOT CHORD 1-15=-272/2856,14-15=-14612433,12-14=-15/1913,11-12=-5/2439, 9-11=-92/2841
WEBS 2-15=-419/181, 3-15=-61/553, 3-14=-905/226, 4-14=-61/871, 5-14=-339/182,
5-12=-341/176,6-12=-60/863,7-12=-901/225, 7-11=-55/536, 8-11=-400/173
NOTES- (11-13)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33tt; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
ttttll-If
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs
with other live loads.
``vttt
` r
`�+.• F?,>). y,
non -concurrent
5) Provide adequate drainage to prevent water ponding.
\��
��� ,.=•�'rJ°�" C��t �iJ
6) The Fabrication Tolerance atjoint I= 1%, joint 9 = 1%
has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads.
\�`
°°e (P
7) This truss a psf
8) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
NO. &0900285d °a
will ft between the bottom chord and any other members, with BCDL=10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb)
-
® e
1=144,9=168.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI
STATE OF 1' 47
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
�i� �...........to
a wind speed of I 15
//�aNlp``�`<vx4���
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
February 26,2019
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE111II4470 rev. f0/OL2015aEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Ty
ek
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, meANSIRPII Quality Criteria, OSB -89 and BCSI Building Component 818 Soundside Read
Safety Informatlonavailoble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Edema , NC 27932
JabTruss
Truss Type
Dry
Ply
00_SAWAtiantic
building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
& k
iTe'
IN9 IC
SPACING- 2-0-0
CSI.
DEFL. in (loo) I/defi L/d
PLATES GRIP
ORDERS
EA -13385
MONO �1
Vert(LL) -0.06 1-4 >999 360
1
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.43
Vert(CT) -0.12 1-4 >550 240
TCDL 10.0
Job Reference(optional)E12498218
NVR, Frederick, MD -21703,
IBZZU 5 NOV 1ti zvit3 MI I ex Industries, Inc. bun Uec a zu Be is zV'IU -age 1
ID:E9wcScABoZgeaXeW QGlQ65ywBk5-o?l xu6wr?SEKMT9dfSBcpRW UG W FY_VcBJrxXm4yAarY
2x4 II
2x4 =
Scale = 1:14.9
' 0-5-10 ' 5-5-14
LOADING (psf)
a truss system. Before use, the building designer must verity The applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
& k
iTe'
IN9 IC
SPACING- 2-0-0
CSI.
DEFL. in (loo) I/defi L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.21
Vert(LL) -0.06 1-4 >999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.43
Vert(CT) -0.12 1-4 >550 240
TCDL 10.0
Rep Stress [nor YES
WB 0.14
Hom(CT) 0.00 4 n/a fila
BCUL 0.0"
Code IBC2018/TP12014
Matrix -P
Wind(LL) 0_00 1 **"* 240
Weight: 25 lb FT=5%
BCDL 10.0
_
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF I TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP I or 2x4 SPF Stud
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/size) 1=283/0-3-8,4=283/0-1-8
Max Herz 1=79(LC 8)
Max Uplift 1=-31(LC 8), 4=-58(LC 8)
Max Gray 1=382(LC 19), 4=382(LC 19)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-576/97
BOT CHORD 1-4=-146/506
WEBS 2-4=-547/158
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 Off (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 4 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify
t1STf{��
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
�` 1iP
777
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 4.
International Building Code 2306.1 and referenced standard ANSI/TPI 1.
`'.
9) This truss is designed in accordance with the 2018 section
O°°=
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
(!% a
to a wind speed of 115 mph.
= NO. 60400285 ,. m
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
_ _
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
_ m
®
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
_
'" - _
°; STATE OF ;°
required maximum reaction.
41,
J'
///SSfONAi
t���
February 26,2019
A WARNING -Verify ofesi9npammefee, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 111II-7473 rev. IMV2015 BEFORE USE.
Design valid for use only with Miteks, connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity The applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
& k
iTe'
IN9 IC
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and b,adng of trusses and truss systems, seeANS17TPll Quality Cdtedo, OSB -89 and BCSI Building Component
BIB Soundside Road
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Edenton, N027932
NVR, Frederick, MD -21703,
a.eea s my to 26I6 min en nmusmes, nr, ouu De, o
4xe =
Aon I_ 5 15
3x8 3x4 3x4 6x8 =
16-5-8
3x4 =
3xe 11
Scale = 1:68.2
Plate Offsets (X Y)--
[1:0-1-15 Edge? [1:0-0-0 0-0-111 [3:0-3-0 0-3-0] I6:0-4-0 0-3-4]
-
TrusType
y
Ply
ant
LOADING (psf)SPACING-
TCLL 30.0
2-0-0
Plate Grp DOL 1.15
CSI.
TC 0.74
DEFL.
Vert(LL)
in (loc)/deFl
-0.16 10-11
>999
13388
COMN
1
1
La'=F"dSa
BC 0.67
Vert(CT)
-0.2510-11
>899
240
ellE12498219
^
NVR, Frederick, MD -21703,
a.eea s my to 26I6 min en nmusmes, nr, ouu De, o
4xe =
Aon I_ 5 15
3x8 3x4 3x4 6x8 =
16-5-8
3x4 =
3xe 11
Scale = 1:68.2
Plate Offsets (X Y)--
[1:0-1-15 Edge? [1:0-0-0 0-0-111 [3:0-3-0 0-3-0] I6:0-4-0 0-3-4]
[S:Edge 0-0-151 (8'0-145 Edgel
LOADING (psf)SPACING-
TCLL 30.0
2-0-0
Plate Grp DOL 1.15
CSI.
TC 0.74
DEFL.
Vert(LL)
in (loc)/deFl
-0.16 10-11
>999
L/d
360
___
PLATES GRIP
MT20 197/144
(Roof Snow=3
Lumber DOL 1.15
BC 0.67
Vert(CT)
-0.2510-11
>899
240
10)
TCLL 10.0
Rep Stress Incr YES
We 0.83
Horz(CT)
0.03 8
n/a
me
BCLL 0.0
Code IBC2018/TPI2014
Matrix -S
Wind(LL)
0.04 8-10
>999
240
Weight: 2151b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud
WEDGE WEBS
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/size) 1=603/0-3-8,12=1811/0-3-8,8=935/0-3-8
Max Hoa 1=-291(LC 8)
Max Uplift 1=-14(LC 12), 12=-245(LC 12), 8=-127(LC 13)
Max Gray 1=639(LC 19), 12=1811(LC 1), 8=1036(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-800/64, 2-3=-599194, 34=-67/303, 5-6=-384/160, 6-7=-1046/191, 7-8=-1303/158
BOT CHORD 1-13=-140/670,12-13=-981321,11-12=-2161283, 10-11=0/621, 8-10=-261967
WEBS 2-13=-319/192, 3-13=-67/502, 3-12=-627/223, 4-12=-12301108, 4-11=-41/945,
6-11=-8001262, 6-10=-69/581, 7-10=-346/208
Structural wood sheathing directly applied or 4-2-13 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 11-12.
1 Row at III 4-12, 5-11, 6-11
NOTES- (9-11)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 par (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 lost or 1.00 times Flat roof load of 30.0 par on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt -lb)
12=245,8=127.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
`Ss` tsrtrtr/t//� i
�1 e�rjtST[gF6��(P J
f No. 60900285
a m '
STATE OFIs
c`
February 26,2019
Al WARNING- yedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473re, 1WOV2015 BEFORE USE.
Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall f
building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent ounung &Rp'P�1°i�'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9V9 6
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Crileno, OSB -89 and SCSI Building Component 818 Soundside Rose!
Safety MIT . her . nonavaliable from Truss Plate institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Edenton, NG 27932
Job
Truss
Truss Type
Qty
Ply
00_MitlAtlantic
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-694/43, 2-3=-262/217, 3-4=0/537, 7-8=-576/136, 8-9=-1024/135, 9-11=-1819/190,
11-12=-1101/130
E12498220
ORDERS
EA -13387
SPEC
1
1
5-21=-930/0,19-21=-357/380,5-19=-40/893,7-19=-7761205, 7-18=-61/489,
8-18=-538/156, 8-17=-0/319, 9-17=-855/164, 14-16=-40/900,11-16=-27/735,
11-14=-581/52
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 Mi rek Industries, Inc. Sun use S 2u:35:22 201B Page l
ID:3tzdCRoEOIwSFMaHAwjrPuzEOal-Caj4W8ykINcvExuCKaIJR37wjkGhBf2d?pABNPyAarV
33-104
9 -10 -fl 170 14-3-5 16 -TS V -7-g 21E-3 254-13 29.5-8 3'1-0-1 32-11L1J
410.11- 4-0-5 _" 5 2 2 3 1-2 3-1041 310-11 - 4-0.11 1' b-9 ' 1-10-15 0-114
6x8 =
8.00 12
4x4 = 8x8 = 4x4 '_
16-5-0
Int°
Scale =1:71A
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deftL/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.08 18-19 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.12 18-19 >999 240
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.09 12 n/a n/a
BCLL 0.0 * Code IBC2018(TPI2014 Matrix -S Wind(LL) 0.03 17 >999 240 Weight: 272111 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-20.9-15: 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 22-23,21-22,19-20.
WEBS 2x4 SP No.3 or 2x4 SPF Stud 1 Row at midpt 6-19
WEDGE WEBS 1Row at midpt 4-22.5-21
Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
REACTIONS. (Ib/Size) 1=443/0-3-8,12=812/0-3-8,22=2094/0-3-8
Max Horz 1=-291(LC 10)
Max Uplift 1=-27(LC 12), 12=-125(LC 13), 22=-223(LC 12)
Max Grav 1=544(LC 19), 12=887(LC 20), 22=2094(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-694/43, 2-3=-262/217, 3-4=0/537, 7-8=-576/136, 8-9=-1024/135, 9-11=-1819/190,
11-12=-1101/130
BOT CHORD 1-24=-184/489, 23-24=-184/489, 22-23=-206/256, 21-22=-402/286, 6-19=-382/139,
18 -19=0/414,17-18=0(778,16-17=-92/1590,9-16=0/504,12-14=-47/798
WEBS 2-23=-461/163,3-23=-361347,3-22=-631/209, 4-22=-1488/113, 4-21=-34/1162,
5-21=-930/0,19-21=-357/380,5-19=-40/893,7-19=-7761205, 7-18=-61/489,
8-18=-538/156, 8-17=-0/319, 9-17=-855/164, 14-16=-40/900,11-16=-27/735,
11-14=-581/52
NOTES. (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ii; Exp B; Enclosed;
1tpFqul Intl/I//�
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &MWF
1.5L2
RS for reactions nu
TCLLASCE 7-16; Pf 30.0Psf (Lum DOL=11PlateDO=11.15); Is=1.0; Rough Cat B; Partial) ExIT; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
load 30.0
Q` O'°•
4) This truss has been designed for greater of min roof live load of 16.0 pat or 1.00 times slat roof of pat on overhangs
m � e ((Y
non -concurrent with other live loads.
= NO.60400285 `
5) All plates are 3x4 MT20 unless otherwise indicated.
e _
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
m a
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
°:, NATE OF °> 40
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb)
6 7A(DPAt Q•o ,�"
12=126,22=223.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVrPI 1.
CSS
/��7i17!!S$'JGNIAt
tfLT�G````\�t
February 26,2019
1WARNING -wailydesignFrure mrsantlREADNOTESONTHISANDINCLUDEDMITERREFERENCEPAGEMfI-7473 an' 1WOT/2015BEFORE USE.
Design valid for use only with Mnek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this down Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing W 9iTek'
is always required for stability and to prevent collapse with possllele personal injury and property damage. For general guidance regarding the EtlF H R
taloncation, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPiI Quality Canada, OSB -89 and BCSI Building Component 818 Soundside Road
Safety Informationavallable ham Truss Plate Institute, 218 N. Lee Street, Salle 312, Alexandria, VA 22314. Edenton, NC27932
Job
TrussA�SsType
Design valid for use only with Mick® connectors. This design is based only upon parameters shown, and is foran individual building component, nor
Qty
Ply
00MldAtlanticE12498220
building design. Bracing indicated is to prevent buckling of Individual una web and/or chord members only. Additional temporary and permanent bracing
&ek iT
9tli 9 R
n always m,uP dI forslabllity and to prevent collapse with possible personal injury and property damage. For general guldonce regaming the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and SCSI Building Component
818 Ssmudside Road
ORDERS
EA -733
1
1
_
Job Reference o tiona0 =
NVR, Frederick, MD - 21703, a.zzo s Nov i b 2Ui 8 Ml ex industries, Inc. Sun Dec 920:38:222018 rage 2
ID: 3tzdCRoEOtwSFMaHAwjrPuzEOal-Caj4 W BykiNcvExuCKaIJR37wjkGhBf2d?pABNPyAarV
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING-Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE A111-7473tae 1WOV2015 BEFORE USE.
■
Design valid for use only with Mick® connectors. This design is based only upon parameters shown, and is foran individual building component, nor
■
a Bass system. Before use, the building designer must verily the applicablllly of design pommeled, and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual una web and/or chord members only. Additional temporary and permanent bracing
&ek iT
9tli 9 R
n always m,uP dI forslabllity and to prevent collapse with possible personal injury and property damage. For general guldonce regaming the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and SCSI Building Component
818 Ssmudside Road
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NG 27932
Jab
Truss
Truss Type
Div
Ply
00_MidAtlantic
-- E12498221
ORDERS
EA 13388
SPEC
1
1
818 Soundside Road
Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NO 27932
Job Reference (optional) _
NVR, Frederick, MID -21703,
4x6
8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 20:38:23 2018
6x6 = Scale = 1:72 8
60
5x7 3x6 = 3x4 II
LOADING fist) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vaft(LL) -0.21 12-13 >999 480 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.30 11-14 >799 480
TCDL 10.0 Rep Stress [nor YES WB 0.53 Horz(CT) 0.03 9 n/a n/a
BCLL 0.0
BCDL 10.0 * Code IBC2018/TP12014 Matrix -S _Wind(LL) 0.08 14 >999 240 Weight: 222111 FT=5%
LUMBER- BRACING -
TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. Except:
12-13: 2x8 SP No.2 5-0-0 Be bracing: 12-13
WEBS 2x6 SP No.2 *Except*
4-6: 2x4 SP No.2 or 2x4 SPF No.2
4-15.6-16: 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x8 SP 14-0-6, Right 2x8 SP No.2 4-0-6
REACTIONS. (Ib/size) 1=1129/0-3-8,9=1189/0-3-8
Max Ho¢ 1=282(LC 9)
Max Uplift 9=-3(LC 12)
Max Grav 1=1368(LC 3),9=1416(LC 4)
FORCES. fib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-1593/44, 3-4=-1616/440, 4-5=-96/346, 5-6=-93/345, 6-7=-1609/445, 7-9=-1594/44
BOT CHORD 1-14=0/967,11-14=-55/1129,9-11=0/922,12-13=-2891138
WEBS 4 -6= -1165/221,13 -14=0/327,13-15=0/685.3-15=-322/477,11-12=0/327,12-16=0/684,
7-16=-314/483, 4-15=-397/853, 6-16=-404/855
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6,Opsf; h=33ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exteriorf2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 pat (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 tlil{tll I f f f ll//I /
3) Unbalanced snow
this
4) This truss has b been designed fConsidered for
greater of anorof live load a dof 12.0 pat or 1.00 times flat roof load of 30.0 pat on overhangs xxxxvvv P,. ST%
non -concurrent with other live loads.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. \� Q: �C3t5T6gE°��.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 7 Q O° (f7
will fit between the bottom chord and any other members, with BCDL = 10.0psf. = t NO. 60400285 °g
7) Ceiling dead load (5.0 psf) on member(s). 3-4,6-7,4-6 _
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 -
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 9. ^
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 0 STATE OF e L, `
1.
11) Attic room checked for U360 deflection.
February 26,2019
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED fill REFERENCE PAGE MII-7413 rev. 1WOV2016 BEFORE USE.
Design valid for use only with Meeks, connectors. This design is based only upon parameters shown, and is for an individual building component, not
Sot
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
88YYii 66 YY66
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NO 27932
JobTmss
■■■
Truss Type
City
Ply
00_MidAllantic
E12498221
ORDERS
EA -13388
SPEC
1
1
818 Soundside Road
Safety Iniormationavailabie from Truss Plate Insliute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job Reference (Dptionap
NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 20:38:23 2018 Page 2
ID:eug7COiRM1 g9kgepEVK W 9_zKaUZ-hmHSkUzM3gkmr5TPUIGYzHgek8UbwD WnETvlvsyAarU
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction z 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
Al WARNING -Verily design pammefere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1WON2015 BEFORE USE.
■■■
Design valid far use only with MSek®connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a trveuss system. before use, the building designer must fy the applicability of design parameters and properly Incorporate this design into the overall
building design. Brocin9indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing
iT�k'
is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the
fabrication, storage, defivery, erection and bracing of trusses and Imss systems, eeeANSTePII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Iniormationavailabie from Truss Plate Insliute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD -21703,
4x6
12
tl.2ZU s NOV 1S zUla MN ex Inauslries, Inc. Sun uec a 20:36:24 talo
6x8 = Scale = 1:72.8
:6O
4x12 II in 15 12 — 412 II
5x7 3x6 = 3x4 II
3x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (1oc) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.21 13-14 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.30 12-15 >800 240
TCDL 10.0 Rep Stress For YES WB 0.53 Horz(CT) 0.03 10 fila The
BCLL 0.0 Code IBC2018/TP12014 Matrix -S Wind(LL) 0.08 15 1999 240 Weight: 2271b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
13-14: 2x8 SP No.2 5-1-0 oc bracing: 13-14
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
5-7: 2x4 SP No.2 or 2x4 SPF No.2, 4-15,8-12: 2x6 SP No.2
SLIDER Left 2x8 SP No.2 4-0-6, Right 2x8 SP No.2 4-0-6
REACTIONS. (Ib/size) 2=1186/0-3-8,10=1188/0-3-8
Max Horz 2=-277(LC 8)
Max Uplift 2=-3(LC 13), 10=-3(LC 12)
Max Gmv 2=1414(LC 3), 10=1416(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1593/44, 4-5=-1607/437, 5-6=-113/267, 6-7=-113/267, 7-8=-1607/445,
8-10=-1592/43
■■■
Type
Qty
Ply
00_MidAtlanlicE12498222
12-13=0/326, 13-18=0/684, 8-18=-313/483, 5-17=-394/843, 7-18=-404/854
NOTES- (12-14)
SIS Saundside Road
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
Edenton, NO 27932
DERS
rOR
EA -13389
SPEC
1
1
`t1t61(S
—TrussTmss
` P,. R�
4) This truss greater psf
``x y'
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Job Reference (Dptlanap
NVR, Frederick, MD -21703,
4x6
12
tl.2ZU s NOV 1S zUla MN ex Inauslries, Inc. Sun uec a 20:36:24 talo
6x8 = Scale = 1:72.8
:6O
4x12 II in 15 12 — 412 II
5x7 3x6 = 3x4 II
3x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (1oc) Well Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.21 13-14 1999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.30 12-15 >800 240
TCDL 10.0 Rep Stress For YES WB 0.53 Horz(CT) 0.03 10 fila The
BCLL 0.0 Code IBC2018/TP12014 Matrix -S Wind(LL) 0.08 15 1999 240 Weight: 2271b FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins.
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
13-14: 2x8 SP No.2 5-1-0 oc bracing: 13-14
WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except*
5-7: 2x4 SP No.2 or 2x4 SPF No.2, 4-15,8-12: 2x6 SP No.2
SLIDER Left 2x8 SP No.2 4-0-6, Right 2x8 SP No.2 4-0-6
REACTIONS. (Ib/size) 2=1186/0-3-8,10=1188/0-3-8
Max Horz 2=-277(LC 8)
Max Uplift 2=-3(LC 13), 10=-3(LC 12)
Max Gmv 2=1414(LC 3), 10=1416(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1593/44, 4-5=-1607/437, 5-6=-113/267, 6-7=-113/267, 7-8=-1607/445,
8-10=-1592/43
■■■
BOT CHORD 2-15=0/966,12-15=-54/1125, 10-12=0/922,13-14=-286/138
WEBS 5 -16= -1110/217,7-16=-1110/217,14-15=0/326,14-17=0/684,4-17=-314/475,
f
itlY i 16
MOW
12-13=0/326, 13-18=0/684, 8-18=-313/483, 5-17=-394/843, 7-18=-404/854
NOTES- (12-14)
SIS Saundside Road
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
Edenton, NO 27932
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; C1=1.10
`t1t61(S
3) Unbalanced snow loads have been considered for this design.
has been designed for of min roof live load of 12.0 or 1.00 times flat roof load of 30.0 psf on overhangs
` P,. R�
4) This truss greater psf
``x y'
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
®� 'Z',�V °GISTEi.°�(�
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
= NO. 60900285 °; '-
7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16
I
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 pso applied only to room. 13-14
°
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10.
STATE OF 2-
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVrPI
1.
for L/360 deflection.
% 0,1x ° e��S;.•° o-El�`��
�, .......... N
11) Attic room Checked
(j. �
February 26,2019
WARNING -Verify design parameters end READ NOTES ON THISAND INCLUDED MREK REFERENCE PAGE 11111-7473 new 1WOV2015 BEFORE USE.
■■■
Design valid for use only with Mieconnectors. This design is based onty upon parameters shown, and is for an individual building component. not
a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
f
itlY i 16
MOW
Is always required for slabilily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPT Quality Criteria, DSB-89 and SCSI Building Component
SIS Saundside Road
Safety Informatlonavoilable from Truss Plate Imiltule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
Job
Truss -
Truss Type
Dly
Ply
---
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
RA�T�r.B6'
CY1 B
Is always requeed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Wsses and truss systems, scoANSIRPII Quality Criteria, DSB-89 and BCSI Building Cam ponenl
E12498222
ORDERS
EA -13389
SPEC
1
1
--
—
Joh Re eAelnce (optional)
NVR, Fretlerick, MD -21703, ouu-a aavao.aeavw P.,.2
ID:Bug?COIRMiggkgepEVKW9 zKaUZ-9yrgxg2_q_sdTE1bS?nnWUDHTXprfgm$7flRlyAarT
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
WARNING -Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1WOV2015 BEFORE USE.
Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
RA�T�r.B6'
CY1 B
Is always requeed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Wsses and truss systems, scoANSIRPII Quality Criteria, DSB-89 and BCSI Building Cam ponenl
818 Soundside Road
Safely Informationavallable (,am Truss Plate Institute, 218 N. lee Streel, Suite 312. Alexandria, VA 22314.
Edenton, NO 27932
Job
Truss
Truss Type
cry
Ply00_MitlAtiantic
E12496223
ORDERS
EA -13390
MONO
1
1
Jab Reference (optional)
NVR, Frederick, MID -21703,
tlL[u s NOV lb ZOIU MI I erc InausIDes, Inc. Suit Vec B maa:<a Gu Io rage i
ID:3udCRoEOtwSFMaHAwjrPuzEOal-d9PCBA cbl_U50cnOj102ilSoxLNOFK4hnOs kyAarS
2x4
Scale = 1:11.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poo) treat L/d PLATES GRIP
TOLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 401 1-3 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.02 1-3 >999 240
TCDL 10.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 n/a I
BCLL 0.0
BCDL 10.0 * Code IBC2018/TP12014 Mail Wind(LL) 0.00 1 *"** 240 Weight: 14 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (ib/size) 1=183/0-3-8,3=183/0-1-8
Max Horz 1=53(LC 8)
Max Uplift 1=-19(LC 8), 3=-38(LC 8)
Max Gray 1=239(LC 19), 3=239(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All fomes 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 3-11-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (10-12)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vascll 03mph; TCDL=6.Opsf; BCDL=6.0psf, h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lure DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing atjoint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 3.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 1, 3.
9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
12) Metal hangers, of any seat size, can be used in place of woad bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
A WARNING - Vin by deslSn A:
Design valid for use only will
o truss system. Before use, th
building design. Bracing Intl
I, alwaysrequired for sobillft
fabrication, storage, delivery
Safety Information avaliable
DIES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0479 re¢ 10/03/2015 BEFORE USE.
This design Is based only upon parameters shown, and is for an Individual building component, not
cost verify the applicability of design parameters and properly incorporate this design into the over(
vckling of individual truss web and/or chord members only. Additional temporary and permanent
9nramnraM4s�aeaee
BCSI
'1\0lifltlS T
•�OtSTSR�.,F`�
e' No. 60900285 '•
STATE OF Z
February 26,2019
MiTek'
818 Soundside Road
Edenton, NC 27932
_ __
Joh Truss Trrss Type Oly Ply 00_MitlAtlantic
E12498224
ORDERS EA -13391 SPEC 1 1
Joh Reference (optional)
NVR, Frederick, MD - 21703, 8.220 5 Nov 16 2018 MITek Industries, Inc. Sun Dec 9 20:36:27 2018 Page 1
ID:Bug7COiRMlg9kqepEVKW9_zKaUZ-ZXWzZsOs7vEBKimA78KU87rlklrPsOhM95ty2dyAarO
9-11-8 11-5-2
5-6-12 B-5-14 8-6r10 11-4-6 14-5-4 19-11-0 _._2&I0,,4
5-5-12 -- 33�-12 14-14 1- 3-0-2 1 5-5-12 11
1-4-14 0-0-12 Scale =1:615
6.8 O 3.8 O 7 6.8 O
4 5 6
4x6
5x7 5x8 - 3x4 I[
3x8 =
5-5-12 _ 14-5-4 19-11-0
5-5-12 6-11-8 5-5-12
Plate Offsets (X Y)-- 11:0-3-4,0-0-3],, j5:0-0-8 0-1-07 [6:0-4-0 0-1-8] [10:0-8-10 0-0-31
[15:0-3-8.0-3-01.[16:0-1-12,0-1-12],[17:0-1-12,0-1-12]
TOP CHORD
2x8 SP NO.2 *Except*
the applicability of design paraters and properly incorporate this design into the overall
a truss system. Before use, the building designer must verity me
4-7: 2x12 SP No.2
BOT CHORD
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (lac)/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.62
Vert(LL) -0.23 13-14 >999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 1.00
Vert(CT) -0.32 12-15 >738 240
TCDL10.0
Rep Stress met YES
WB 0.59
Hol 0.04 10 ri n/a
0.0
Code IBC2018/TP12014
Matrix -S
Wind(LL) 0.08 15 >999 240
Weight: 218 He FT=5%
BCDL 10.0BCLL
LUMBER -
■■■
TOP CHORD
2x8 SP NO.2 *Except*
the applicability of design paraters and properly incorporate this design into the overall
a truss system. Before use, the building designer must verity me
4-7: 2x12 SP No.2
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2 *Except*
is always secured for stability and to prevent collapse with possible personal Injury and property damage. For general gutdanee regarding the
13-14: 2x8 SP No.2
WEBS
2x6 SP No.2 *Except*
Safety Informatlanavallable from Truss Plate Instilud, 218 N. Lee Street, Suite 312, Alexandra. VA 22314.
5-16.6-17: 2x4 SP No.3 or 2x4 SPF Stud
SLIDER
Left 2x8 SP No.2 4-0-6, Right 2x8 SP No.2 4-0-6
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
4-8-0 oc bracing: 13-14
REACTIONS. (Ib/size) 1=1129/0-3-8,10=1189/0-3-8
Max Horz 1=245(LC 9)
Max Gray 1=1736(LC 40), 10=1825(LC 40)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-1920/4, 3-4=-1801/390, 7-8=-1797/395, 8-10=-1920/0, 4-5=-1479/347,
5-6=-909/126, 6-7=-1473/348
BOT CHORD 1-15=-12/1094,12,15=-47/1464,10-12=0/1060, 13-14=-529/159
WEBS 14 -15=0/327,14 -16=0/685.3-16=-311/519,12-13=0/327,13-17=0/685,8-17=-305/525,
5-16=-343/925, 6-17=-349/921
NOTES- (12-14)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ff; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-5, 5-6, 6-7
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-14
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) Attic room checked for L/360 deflection.
\ ' 01 � cltSTRZY/
°QA Q�&tSTE �f
d a �
140.60900285
STATE OF
/ ONAE
February 26,2019
WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7478 rev. 1WOV2015 BEFORE USE.
■■■
Design valid for use only with Mucks connectors. This baron is based only upon Parameters shown. and Is for an individual building component, not
■
the applicability of design paraters and properly incorporate this design into the overall
a truss system. Before use, the building designer must verity me
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Et8 a Ai1Pe1.
E it*
is always secured for stability and to prevent collapse with possible personal Injury and property damage. For general gutdanee regarding the
fabrication, storage, delivery, emcinn and bracing of trusses and truss systems, seeANSI(BPI1 Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informatlanavallable from Truss Plate Instilud, 218 N. Lee Street, Suite 312, Alexandra. VA 22314.
Edenton, NC 27932
NVR, Frederick, MD -21703, n.zzu s rvov io zuto ml I e¢ mainlines, Inc. Sun Deb v 20,38.27 2016 rage e
ID: Bug?COiRM 1 g9kgepEVK W 9_zKaUZ-ZXWzZsOs7vEBKimA78KU87dkirPsOhM95ty2dyAarQ
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
A'& WARNING-Ve6fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ASH -7473. 10/0312015 BEFORE USE.
Truss Type
Qty=NY00—MidAtIanficE12498224
a Imes system. Before use, the building designer most vilify the appli.abiiiN of design parameters and properly incorporate this design Into the overall
=ORDERS
EA -13391
SPEC
1optional)
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sooANSU1Plt Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informatianavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD -21703, n.zzu s rvov io zuto ml I e¢ mainlines, Inc. Sun Deb v 20,38.27 2016 rage e
ID: Bug?COiRM 1 g9kgepEVK W 9_zKaUZ-ZXWzZsOs7vEBKimA78KU87dkirPsOhM95ty2dyAarQ
12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
A'& WARNING-Ve6fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ASH -7473. 10/0312015 BEFORE USE.
Design valid for use only with Meeker connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a Imes system. Before use, the building designer most vilify the appli.abiiiN of design parameters and properly incorporate this design Into the overall
building design. bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Id •
RiTek
6N6 Y R
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sooANSU1Plt Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Informatianavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
00_MidAtlantic
building design. Sharing indicated is to prevent buckling of individual truss web and/or chord members only. Addlional temporary and permanent bracing
B R''Cera'
iV9 9 R.
is always requked forstability and to prevent collopse with possible personal Injury and property damage. Fargeneral guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Wss systems, seeANSUIPII Qually, Criteria, DSB-89 and SCSI Building Component
E12498227
ORDERS
EA -13394
MONO
1
1
DEFL.
in
(loc)
/deft
Lid
PLATES
Job Reference (optional)
NVR, Frederick, MD -21703,
8.220 5 Nov 16 2018 MITek Industries, Inc. Sun Dec 9 2U:3thisu 2018 Page t
ID:gQS Ehxxc57EmneV1_AijTzE1Q4-z6C5Ct21PgcmB9VIoGuBIITBOy1T3Wapr36cfyyAarN
2.4 II
saw
Scale = 1:14.6
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2D TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/Size) 1=260/0-3-8,3=26003-8
Max Horz 1=73(LC 8)
Max Uplift 1=-77(LC 8), 3=-103(LC 8)
Max Grav 1=351(LC 18),3=351(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-299/85
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8-10)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=3311; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; porch left exposed:C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except Gt=1b)
3=103.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
e°PSG RFO,e (P
No. 60400285
STATE OF >°
:!NDtAN�.°°° Q�4
�PONAt 1����``\`
February 26,2019
WARNING -Verify design parnmeMrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7472 rev.10/0]/2015 BEFORE USE.
ssuss
Design valid for use only with MifeksD connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vastly the applicability of design parameters and properly incorporate this design into the overall
building design. Sharing indicated is to prevent buckling of individual truss web and/or chord members only. Addlional temporary and permanent bracing
B R''Cera'
iV9 9 R.
is always requked forstability and to prevent collopse with possible personal Injury and property damage. Fargeneral guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Wss systems, seeANSUIPII Qually, Criteria, DSB-89 and SCSI Building Component
818 Saundside Road
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
/deft
Lid
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.94
Vert(LL)
-0.04
1-3
1999
360
MT20
197/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.34
Ver(CT)
-0.09
1-3
>708
240
TCDL 10.0
Rep Stress Incr
YES
WS 0.00
HorzjCT)
0.00
n/a
PIG
BCLL 0.0
Code IBC2018/TP12014
Matrix -P
Wind(LL)
0.05
1-3
>999
240
Weight: 19 lb
FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2D TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/Size) 1=260/0-3-8,3=26003-8
Max Horz 1=73(LC 8)
Max Uplift 1=-77(LC 8), 3=-103(LC 8)
Max Grav 1=351(LC 18),3=351(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-299/85
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8-10)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=3311; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; porch left exposed:C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except Gt=1b)
3=103.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
e°PSG RFO,e (P
No. 60400285
STATE OF >°
:!NDtAN�.°°° Q�4
�PONAt 1����``\`
February 26,2019
WARNING -Verify design parnmeMrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7472 rev.10/0]/2015 BEFORE USE.
ssuss
Design valid for use only with MifeksD connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vastly the applicability of design parameters and properly incorporate this design into the overall
building design. Sharing indicated is to prevent buckling of individual truss web and/or chord members only. Addlional temporary and permanent bracing
B R''Cera'
iV9 9 R.
is always requked forstability and to prevent collopse with possible personal Injury and property damage. Fargeneral guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Wss systems, seeANSUIPII Qually, Criteria, DSB-89 and SCSI Building Component
818 Saundside Road
Safety Informationevailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
Job
Truss
Tmse Type
Qty
Ply�KdAtla�
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing
a AiTek'
itl9 6 ii
I, al ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and SCSI Building Component
E12498228
ORDERS
EA -13395
MONO
1
NVR, Frederick, MD -21703,
b.GGu s Nov to dot a MIlek lnousmes, mc. Sun uec n[0.36.3i ata rage i
ID:3udCRoEOIwSFMaHAwjrPuzE0al-SJmUPD3NA81dpJ4xMzPQIz?VAMQ9ozgy3jrABOyAarM
<4 II
Scale= 1:10.4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) /deg LIS! PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 1-3 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 1-3 >999 240
TCDL 10.0 Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCLL 0.0 ' Code IBC2018/TPI2014 Matrix -P Wind(LL) 0.01 1-3 >999 240 Weight: 12111 FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing.
REACTIONS. (Ib/size) 1=i6003-8,3=160/0-3-8
Max Herz 1=47(LC 8)
Max Uplift 1=-47(LC 8), 3=-64(LC 8)
Max Grav 1=206(LC 18), 3=206(LC 18)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES- (8-10)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of1111
100 mph, wind reaction x 0.78
11adjust uplift reaction n
Meal hangers, of any seat size, e
c be used n place of wood bearing, of any seat 10)size, provided the hanger has been sized for the �xxSTF?
required maximum reaction. ° •\STS'••.,
Q� �FO`e A
N0.60900285
0 STATE OF „°�Ir
IA
February 26,2019
WARNING-Veriydeslg6Par .ldvend READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473rev. 1WOV2015 BEFORE USE.
Design valid far use only with Mnek® connectors This design Is based only upon parameters shown, and is for an individual building component, not
a tmss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing
a AiTek'
itl9 6 ii
I, al ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Intormationovailable Irom Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
ob
Truss
Truss Type
ty
y
NOTES. (13-14)
iTek'
1) 2 -ply truss to be connected together with 10d (0.120"x3') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
E903]6B5
ORDERS
EA -13487
HIPS
1
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply toply
t\ti U I I H/q
nless otherwise
3) Wind: ASCE 7510; Vuit=130raph (3 secove been provided to nd gust) Vasd= 03ri TCDLonly loads noted as ) 6.Opsf;uBCDL=6.Opsf; h=33ft;Cat. II; Exp B; enclosed;
wxxxvt`P_ STi?,>jk, ?j
e y
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
Job Reference (optional)
NVR /.64Ue Gapp lY LUle Mllex lllOusV125,1116. WEO VCI V/VY:I Y:<J LVIa Yagal
ID:ms8be9DZzOzVu4PhpgQKpbzpUW3-wgul7ChHbVfgz7UxEIE=Lr4ltA3uSahlPclZXyVsyy
4-9-3 9-2-14 10-8-2 15-1-13 19-11-0 2P-1�
4-9-3 — �- 4-5-11 154 4-5-11 4-9-3 6-11
4x4
5x7 = 46 =
4x6 = 3x8 =6x8 = 4x12 II
4x12 II
9 1N
Scale= 1:61D
us
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.08 12-14 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.14 12-14 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.04 8 Fila n/a
BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.0412-14 >999 240 Weight: 3761b FT=5%
BCDL 10.0_. _._ ._ _._ __. --------
LUMBER- BRACING.
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins.
4-5: 2x4 SP No.2 or 2x4 SPF No.2, 5-9: 2x4 SP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 SP No.1D
WEBS 2x4 SP No.3 or 2x4 SPF Stud
SLIDER Left 2x4 SP or SPF No.3 or Stud 3-4-2,
Right 2x4 SP or SPF No.3 or Stud 3-4-2
REACTIONS. (Ib/size) 1=5857/0-3-8,8=5936/0-3-8
Max Herz 1=-206(LC 8)
Max Uplift 1=-159(LC 11), 8=-170(LC 11)
Max Grav 1=6490(LC 29), 8=6641(LC 29)
FORCES. (Ib)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=-7040/180, 2-3=-6783/210, 3-15=-4799/194,15-16=-4798/214, 4-16=-4595/229, 4-5=-3351/196, 5-17=-4621/235,
17-18=-4693/218, 6-18=-4855/201,6-7=-6659/210, 7-8=-6911/181, 8-9=0/55
■■■
BOT CHORD 1-14=-17214550,13-14=-172/4558,12-13=-17214558,11-12=-83/3244, 10-11=-76/4520, 8-10=-76/4520
Of
WEBS 3 -14= -42/2549,3 -12= -2020/193,4 -12= -114/2299,4 -11=-84/836,5-11=-134/2756,6-11=-1847/184,6-10=-48/2296
NOTES. (13-14)
iTek'
1) 2 -ply truss to be connected together with 10d (0.120"x3') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
818 Soundatde Read
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 on.
Edenton, NC 27932
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply toply
t\ti U I I H/q
nless otherwise
3) Wind: ASCE 7510; Vuit=130raph (3 secove been provided to nd gust) Vasd= 03ri TCDLonly loads noted as ) 6.Opsf;uBCDL=6.Opsf; h=33ft;Cat. II; Exp B; enclosed;
wxxxvt`P_ STi?,>jk, ?j
e y
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
`�� �! �
'(jIST�(ts °•°
4) TCLL ASCE 7-10; Pf=30.0 psf (flat roof snow); CategoryII; Exp B; Partially Exp.; Ct=1.1
Fd
5) Unbalanced snow loads have been considered for this design.
° Q*� °<° kP
6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs
_ r
= NO. 60906285
non -concurrent with other live loads.
,
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
by 2-0-0
e 'm °•. STATE OF IZ
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall wide
,_°
!`i�6°°°•�
will fit between the bottom chord and any other members.
Ib
DfAP;� °° ��r✓�1
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift atjoint 1 and 170 uplift
8.11)
at jnt
R802.10.2
0N
11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and and
t��`�44�`
referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
February 26,2019
WARNING- Vedlydealgnpammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 an,10/03/3015 BEFORE USE.
■■■
sign valid for use only with MifaUD connectors. This design is based only upon parameters shown, and is for an individual building component, not
■
ma system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
Ildin9 design. Bracing indicated is to prevent buckling of individual truss web and/or chord members bull. Additional temporary and permanent bracing
iTek'
Iways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
orication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI MPII Quality Criteria, DSB-89 and BCSI Building Component
818 Soundatde Read
Iety Inform stionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Ore
7.6405 Sep 292015 MiTek Ind
NVR
Truss
Tmss Type QtY Y E9037685
ORDERS
EA 13487
HIPS` JOb Reference (OpIIDDaI)
�L1 W do t0709:19:232015 Pa e2
ustnex. nc e c 9
ID: ms8be9DZzOzVu4PhpgQKpbzpUW3-wgul7ChHbVfgz7UxElEwoLr4ltA3uSahtPclZXyVSYV
13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert: 1-4=-80, 4-5=-80, 5-9=-80, 1-8=-513(8=493)
)� WARNING -Vedry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. fWON2015 BEFORE USE.
Design valid for use only with MifeW connectors. This design 6 based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a K�'P�1a'
always reguned for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ,Y! i ii
Cancel., storage, delivery, erection and bracing of Wsses and truss systems, seeANSI II'll Quality Criteria, DSB-89 and BCSI Building Component 010 Soundsitle Road
Safety Informatlonevallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932
Job Truss Truss Type Qty Ply 00 MidAtlantic
—:]
E12498070
ORDERS EA 13486 HIPS 1 1
Job Reference (optional)
NVR, Frederick, MD -21703,
4x6 = 4.6 \\
10 11 12
4039 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2322
5x6 =
Scale= 1:53 4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 21 n/r 120 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(CT) 0.00 20 n/r 120
TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 22 Tits Tile
BCLL 0.0 ' Code ISC2018/TPI2014 Matrix -S Weight: 222 Ib FT = 5
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 or 2x4 SPF N0.2 except end verticals.
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at A(s): 41, 46, 47, 48
REACTIONS. All bearings 19-11-0.
(lb) - Max Herz 40=-240(LC 10)
Max Uplift All uplift 100 111 or less at joints) 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 33, 31 except 40=-287(LC
10), 39=-338(LC 12), 23=-304(LC 13), 22=-21 Of -C 11)
Max Grav All reactions 250 Its or less at joints) 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 33, 29, 32, 30
except 40=500(LC 45), 39=272(LC 10), 31=341(LC 32), 22=461 (LC 47)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-290/234, 19-20=-253/178, 2-40=-368/173, 20-22=-339/128
WEBS 11-41=-271/28, 41-48=-331/31, 31-48=-313/29
NOTES- (15-17)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exteriorf2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design. \ 11111{iJl lrlf//// ,
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times fiat roof load of 30.0 psf on overhangs ty4 777
non -concurrent with other live loads. �.`x P' Pty 77i�
6 Provide adequate drainage to prevent water pending.
7) All plates are 3x4 MT20 unless otherwise indicated. : Q.: • !�� �F =.
8) Gable requires continuous bottom chord bearing. @- e O °°. N
9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). = d NO. 60900285 —
10) Gable studs spaced at 1-4-0 oc.-
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e 1 e a
12) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide % U STATE OF Q -
will ft between the bottom chord and any other members.
40
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 34, 35, 36, 37, Ox ""AD I38,
14) This truss
is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI ,�/�7/�05(ONALe"'
1. `/r//r/fillill N0o
February 26,2019
1, WARNING -Veda, design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 14AA1/2015 BEFORE USE. ■
Des'gn valid for use only with MiTek® connectors. This design h based only upon parameters shown, and is loran individual building component, not ■
a truss system. unions use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi
p, eka
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 8V96 IZ
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road
Safety Informalionavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Heater, NC27932
Job
Truss
Truss Type
Qty
Ply
itlAllantic
E12496070
ORDERS
EA-13488
HIPS
1
1
EJ.b
_
eference (optional)
NVR, Frederick, MD - 21703, a.zzu s INov Ib ZUT d m(iex Inaustrles, mc. bun wec a 4us¢ ro znw Paye 2
ID:gQS_EhxXc57EmneV1_AijTzE1 Q4-3M9u6ZkxO8YtmpOl6fyPWU2jXztOp4GhwrLOSWyAauM
15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
16) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
17) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
1, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7413 rev. 10/00/20fS BEFORE USE.
Design valid for use only with Mifekw connecbrs. This design 6 based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated 5 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required forstability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Cain, Criteria, DSB-89 and SCSI Building Component
Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
813 Soundside Road
Edenton, NC 27932
Jab
Tress
Truss Type
ty
y oo_Ndaquamm
E12541323
ORDERS
EA -15742
SPEC
1
1
2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s): 20, 16, 24
OTHERS
2x4 SP No.2 or 2x4 SPF No.2
Job Reference (optional)
NVR, x .,,us may ze zom rvtn ex mausmw. mc. c -m 15A7,022016 P.,.
ID:qQS_EhxXc57EmneVl_AijTzE104-XXSAYOa6S?m?In_IBookN6KxOvc?m8049XOgOUy7N2t
17-4-10 _ 173-6 26-11-6 34-11-0 35-10,4
qd 1-$ 17-4-10 DOA 11-5-14 _-_ 5-11-10 J-11-4
4x6 -
42 41 40 39 38 37 36 35 - " e' 11 ". 5x6 =
3x8 II 6x8 = 34
Scale= 135.7
0 3-9
0- tt __ 16-2-13 ____ ]-5- 15314 27-04 34-11-0
p.}111 15-11-3 -2-11 1-10.6 ]-BL ]-10.12
0-1-14
Plate Offsets (X Y)-:_ 12:Edge 0-0-111 12:0-1-15 Edgel 19:0-3-0 0-3-07 f27:0-2-8 Edgel f29:0-1-3 0-0-131 [29:0-5-14 0-1 91 _ -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.17 31-32 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Ver(CT) -0.26 31-32 -837 240
TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 29 his III.
BCLL 0.0 ' Code IBC2018fTP12014 Matrix -S Wind(LL) 0.05 29-31 >999 240 Weight 297 IS FT=5%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins.
BOT CHORD
2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s): 20, 16, 24
OTHERS
2x4 SP No.2 or 2x4 SPF No.2
FMIT.k recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 SP or
SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud
Installation guide. ___
_
REACTIONS.
(Ib/size) 2=334/15-11-0, 2=334/15-11-0, 29=1318/0-3-8, 35=1248/15-11-0, 36=-202/15-11-0, 37=189/15-11-0,
3B=124/15-11-0, 39=136/15-11-0, 40=132/15-11-0, 41=136/15-11-0, 42=94/15-11-0, 34=130/0-3-8
Max Herz 2=312(LC 11)
Max Uplift 2=-30(LC 8), 29=-152(LC 13), 35=-242(LC 12), 36=-222(LC 22), 37=-57(LC 12), 38=-44(LC 12), 39=-45(LC 12)
40=-44(LC 12), 41=46(LC 12), 42=-78(LC 12)
Max Grant 2=365(LC 24), 2=334(LC 1), 29=1318(LC 1), 35=1248(LC 1), 36=65(LC 12), 37=193(LC 22), 38=124(LC 1),
39=1371LC 22), 40=133(LC 22), 41=136(LC 19), 42=115(LC 22), 34=173(LC 5)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32, 2-3=-475/109, 3-4=-416/86, 4-5=-393/71, 5-6=-372/66, 6-7=-363/63, 7-8=-355/59, 8-9=-352/53, 9-10=-286/73,
10-12--390/116,12-13=-341/133,13-15=-316/148,15-17=-289/166,17-19=-269/184,19-21=-269/182,21-23=-2961164,
23 -25= -321/145,25 -27=-346/131,27-2B=-1596/273,28-29=-1794/196,29-30=0/32 11-35=-1101/191,11 14=-1097/183
,14 -16= -1074/175,16 -18= -1055/167,18 -20=-1030/158,20-22=-1097/218,22-24=-10581198,24-26=-1025/178,
26-27=-989/168
BOT CHORD 2-42=-81/366, 41-42=-81/366, 40-41=-811366, 39-40=-81/366, 38-39=-81/366, 37-38=-81/366, 36-37=-81/366,
35 -36= -81/366,34-35=0/1075,32-34=0/1075,31-32=0/941,29-31=-53/1365
WEBS 27-31=-129/660, 28-31=-377/236, 27-32=0/282, 20-32=-134/46, 19-20=-1251137,17-18=-68/31, 15-16=-55/33,
13-14=-61/31, 11-12=-19/23,10-35=-408/200, 9-36=-11/55, 8-37=-122/65, 7-38=-109/62, 6-39=-107/60, 5-40=-107/60,
4-41=-108/62, 3-42=-92/96, 21-22=-76/37, 23-24=-60/35, 25-26=-73/23
NOTES- (13-15)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; Cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or Consult qualified building designer as per ANSIfTPI 1.
3) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
91 `This truss has been desiqned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
f iV40AM"li ?my design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMII-7473 rev. 1WOM015 BEFORE USE.
Design valid for ase only with MRek® connectors. This design is based only upon parameters shown, and k for an Individual building component, not
a truss system. Before use, the building designer most verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional tamperers and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seegNSIRPII Quality Criteria, DSS 89 and SCSI Building Component
Safety Informatiorimmilable from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314.
` '\0XtTittSTR`Zk ssv,,
LP
O°
Z No.60900285 ~=
STATE OF ° 47
C�
February 26,2019
gyp.
Wee`V
Bib Bounds je Road
Edenton, Be 27932
Job
TmsS
NSB Type
Qty
Ply
00_MitlAtlantic E12541323
ORDERS
EA -15]42
SPEC
1
1
Job Reference(OpCpeah
�a rA1•etr mdimmnn Inc wed Dlec 19154702 2018 Paae 2
NVR, X
ID:gQS_EhxXc57EmneV1 AijTZE1D4-XXSAVOa6S?m?In_IeopkN6KxOvc?m8Q49XOgOUy7N2t
NOTES- (13-15)
10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 301b uplift at joint 2, 152 lb uplift at joint 29, 242 Ib uplift at joint 35, 222 Ib uplift
at joint 36, 57 Ib uplift at joint 37, 441b uplift at joint 38, 45 Ib uplift at joint 39, 441b uplift at joint 40, 461b uplift at joint 41 and 781b uplift at joint 42.
11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.
14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will
adjust wind uplift reaction to a wind speed of 90 mph.
15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction.
LOAD CASE(S)
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 2-29=-20, 1-19=-80, 19-27=-80, 27-30=-80
2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pli)
Vert: 2-43=-20, 43-44=-50, 29-44=-20, 1-19=-65, 19-27=-65, 27-30=-65
3) Dead+ 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 2-43=-20, 43-44=-50, 29-44=-20, 1-19=-65,19-27=-34, 27-30=-33
4) Dead +0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 2-43=-20, 43-44=-50, 2944=-20, 1-19=-33, 19-27=-65, 27-30=-65
5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plt)
Vert: 2-29=-40, 1-19=-20, 19-27=-20, 27-30=-20
6) Dead + 0.6 C -C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plg
Vert: 2-29=-12,1-2=-12, 2-19=-6, 19-27=-6, 27-29=-6, 29-30=-12
Horz: 2-19=-6, 19-27=6, 27-29=6
7) Dead + 0.6 C -C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-20, 1-2=-4, 2-19=-42, 19-27=-42, 27-29=-42, 29-30=4
Hoa: 1-2=-16, 2-19=22, 19-27=-22, 27-29=-22, 29-30=16
8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert :2-29=-12,1-2=-2,2-19=-15,19-27=11,27-29=11,29-30=5
Herz: 1-2=-10,2-19=3,19-27=23,27-29=23,29-30=17
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-12,1-2=5,2-19=11,19-27=-15,27-29=-15,29-30=-2
Horz: 1-2=-17, 2-19=-23, 19-27=-3, 27-29=-3, 29-30=10
10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase= 1.60
Uniform Loads (pig
Vert: 2-29=-20, 1-2=-29, 2-19=-34, 19-27=-9, 27-29=-9, 29-30=-3
Horz: 1-2=9,2-19=14,19-27=11,27-29=11,29-30=17
11) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-20, 1-2=-3, 2-19=-9, 19-27=-34, 27-29=-34, 29-30=-29
Horz: 1-2=-17, 2-19=-11, 19-27=-14, 27-29=-14, 29-30=-9
12) Dead+ 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert :2-29=-12,1-2=22,2-19=28,19-27=11,27-29=11,29-30=5
Horz: 1-2=-34,2-19=-40,19-27=23,27-29=23,29-30=17
13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plg
Vert: 2-29=-12,1-2=5, 2-19=1 1, 19-27=28, 27-29=28, 29-30=22
Horz: 1-2=-17,2-19=-23,19-27=40,27-29=40,29-30=34
14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-12,1-2=22,2-19=28,19-27=11,27-29=11,29-30=5
Hoa: 1-2=-34,2-19=-40,19-27=23,27-29=23,29-30=17
15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-12,1-2=5,2-19=11,19-27=28,27-29=28,29-30=22
Horz: 1-2=-17, 2-19=-23,19-27=40, 27-29=40, 29-30=34
16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-20, 1-2=14, 2-19=8, 19-27=-9, 27-29=-9, 29-30=-3
Horz: 1-2=-34,2-19=-28,19-27=11,27-29=11,29-30=17
17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 2-29=-20, 1-2=-3, 2-19=-9, 19-27=8, 27-29=8, 29-30=14
Horz: 1-2=-17,2-19=-11,19-27=28,27-29=28,29-30=34
18) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-29=-20, 1-2=-80, 2-19=-20, 19-27=-20, 27-29=-20, 29-30=-80
19) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15
WARNING - vedly designparnmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. R
Design valid for use only wish MRek®connectors. This desk, is based only upon parameters shown, and Is for an individual buiding component, not ■
a truss system. Before use. the building designer must very the applicability of design parameters and property incorporate this design into the overall ■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing !d..
A.
Is always requiredfornabillty and to prevent co0apse with possible personal injury and propedy damage. For general guidance regarding the 9l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component tlside Roetl
Safely Nformafionavailoble from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 2]932
Job Truss TfUSS Type Qly Py 00 MidAtlanLc
E12541323
ru
ORDERS Truss 42 SPEC 1 1
Jab Reference (optional)
NVR, X
tl.LLa a Mey CY CU IfI MI I eK IriaYSln¢S, IIID d no Fauna
ID:gQS EhwXc57EmneV1_AijTZE1Q4-XXSAVQa6S?m?In_IBookN6KxOVC?m8Q49XOgOUy7N2t
LOAD CASES)
Uniform Loads (plf)
Vert: 2-29=-20, 1-19=-80,19-27=-38, 27-30=-38
20) Dead+ Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-29=-20, 1-19=-38, 19-27=-80, 27-30=-80
21) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 2-43=-20, 43-44=-60, 29-44=-20, 1-19=-20, 19-27=-20, 27-30=-20
22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 243=-20, 43-44=-50, 29-44=-20,1-2=-71, 2-19=-76, 19-27=-57,27-29=-57, 29-30=-52
Hoe: 1-2=6,2-19=11,19-27=8,27-29=8,29-30=13
23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 2-43=-20, 43-44=-50,29-44=-20, 1-2=-52, 2-19=-57,19-27=-76, 27-29=-76, 29-30=-71
Horz: 1-2=-13, 2-19=-8, 19-27=-11, 27-29=-11, 2930=-6
24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 2-43=-20, 43-44=-50, 29-44=-20, 1-2=-40, 2-19=44, 19-27=-57,27-29=-57, 29-30=-52
Horz: 1-2=-25,2-19=-21,19-27=8,27-29=8,29-30=13
25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 2-43=-20, 43-44=-50, 29-44=-20,1-2=-52, 2-19=-57, 19-27=-44, 27-29=-44, 29-30=40
Horz: 1-2=-13, 2-19=-8, 19-27=21, 27-29=21, 29-30=25
26) Dead + 0.6 C -C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 2-29=-12,1-2=4, 2-19=-28, 19-27=-28, 27-29=-28, 29-30=4
Horz: 1-2=-16, 249=16, 19-27=-16, 27-29=-16, 29-30=16
27) Dead + 0.6 C -C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 2-29=-12,1-19=4,19-27=4,27-30=4
Horz: 1-19=-16,19-27=16,27-30=16
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7413 rev. 10/0312015 BEFORE USE.
Design valid for me only with Mifekes connectors. This design is based only upon parameters shown, and is for an individual building component, not
t
a buss sysiem. Before me, the building designer most verify the apiallcabiley of design parameters and properly incorporate this design into the overall
building design. Bmcing indicated is to prevent buckling of indivkluai tmssweb and/or chord members only. Additional temporary and permanent bracing
M'7ek'
is ari required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Lass systems, seeANSI/pol Quality Criteria, DSB-89 and SCSI Building Component
018 Soundside Road
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Edenton, NC 27932
Job - Truss Truss Type Qly Ply 00_MitlAtlantic
E12493fifi5
ORDERS EA -90129 MONO 1 1 1-10-8 MONO
Job Reference o clonal
NVR, Frederick, MD -21703,
8.220 5 Nov 16 2018 MI I as Industries, Inc. Sun use a 1a:23:11 2u18 Page 1
ID:?YX51fzVN18mKkU2rOKC?FyUCjD-hrug2ZhTfHaf2GhOQYYBdlo7oJn3limUx?YNyAby_
Scale =1:8.4
2x4 II
1-11-0
_ 1-11-0
LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Lid PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 1 >999 360 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Ved(CT) -0.00 1-3 >999 240
TCDL 10.0 Rep Stress met YES WB 0.00 Horz(CT) 0.00 n/a n/a
BOLL 0.0 Code IBC2018PTPI2014 Matrix -P Wind(LL) 0.00 1 ***" 240 Weight: 7 t FT=5%
ornt inn
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2
WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (I ersize) 1=87/0-3-8.3=87/0-3-8
Max Horz 1=30(LC 12)
Max Uplift 1=-7(LC 12), 3=-20(LC 12)
Max Grow, 1=107(LC 18), 3=107(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 1-11-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8-10)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will ft between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 2016 uplift at
joint 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the
required maximum reaction.
NO. 60900285
® Is
STATE OF r' IZ
0:!ND
F
February 26,2019
,p WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MIW473 rev. 1WON2015 BEFORE USE.
Dengn valid for use only with MRek® connectors. rho design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate ]his design iota the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
y
AVB 6 P6
MiTek'
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Culotte, DSB-89 and SCSI Building Component
818 Soundsids Road
Safety Intorrnationavaitable from Truss Plate Institute, 218 N. Lee Street, Sate 312, Alexandra, VA 22314.
Edenton, NC 27932
Job
Truss
Tmss Type
Qly
r
Ply
OO MidAtlanlic
E12367809
ORDERS
Vi -01261
VCOM
1
1
Job Reference (optional)
NVR, Frederick, MO -21/0,
ag
ID:Cmbve5KCXpnl SCvouSKtvTyUXz5-?I?13kwgEK09NREhcSnrOgXCqzl8Cz16Tmsg5yO7XF
3x4 -_
2
2.4 //
2x4 \T,
Scale = 1:9.5
2-8
Plate Offsets (X Y)-- (2:0-2-0 Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP
TOLL 30.8 Plate Gnp DOL 1.15 TO 0.08 Vert(LL) III - n/a 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.07 Vert(CT) III - 111 999
TOOL 10.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 me n/a
BCLL 0.0 Code IBC2018/TPI2014 Matrix -P Weight: 8lb FT 5%
BCDL 10.0 --
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-o on bracing.
REACTIONS. (ib/size) 1=100/2-8-0,3=100/2-8-0
Max Horz 1=33(LC 9)
Max Uplift 1=-17(LC 12), 3=-17(LC 13)
Max Grav 1=109(LC 18), 3=109(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2E) zone; Cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1A 5 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANS1rrPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7472 .1 1W"2015 BEFORE USE.
sign valid for use only with MBed8 connectors. This design Is based only upon parameters shown, and 6 for an individual building compos
rues system. Before use, the building designer must verily the applkabllily of design parameters and properly incomorate this design into it
possible personal
Safety Informationavallable from Truss
the
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' ({4
��> 1,10.60900285 x
STATE OF Q`
0% //VD
February 26,2019
-p.
Mile®V
818 Smvdaide Road
Edenton. NC 27932
NVR, Frederick, MD -21703,
8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:48 2018 Page 1
ID:27hOQ4r9sPyKNZleexeJrnyvv5l-xh7VUQx4myelclO4ktpJTFcUBmlegs W PxeNzlzy07XD
3x4 =
2.4 //
Scale = 1:18.3
Plate Offsets (X Y)-- (2:0-_2_-0 Edgel _
LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (Joe) /deFl Lid
PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.34 Vert(LL) The - n/a 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.45 Vert(CT) n/a - n/a 999
TOOL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Tire n/a
BC_DL 10.0BCLL 0.0 Code IBC2018lTPI2014 Matrix -P Weight: 1816 FT= 5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/Size) 1=235/5-4-0,3=235/5-4-O
Max Herz 1=78(LC 9)
Max Uplift 1=-40(LC 12), 3=-40(LC 13)
Max Grav 1=283(LC 18), 3=283(LC 19)
FORCES. (ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ff; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extedor(2E) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TOLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s)1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of tt({tV Iii �/r y
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ��\� ///y
"STE"'
Q
No. 60400285 ='
STATE OF
ss`iONA`�
February 26,2019
WARNING -Nervy design Paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-1473 rev. 10/03/2015 BEFORE USE.
TmssOty
sign valid for use only with MBekO connectors. This design is based only upon parameters shown, and Is for an individual building componenl, not
Piy
00_MidAtlantic
ilding design. Bracing indicatedto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
'
,ways required for,abitily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
)cation, storage, delivery, erection and bracing of lasses and miss systems, S09ANSIRPiI Quality Criteria, DSB-89 and SCSI Building Component
E123fi7810
[ORDERS
Vi -01262
VCOM
1
1
Job Reference (optional)
NVR, Frederick, MD -21703,
8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:48 2018 Page 1
ID:27hOQ4r9sPyKNZleexeJrnyvv5l-xh7VUQx4myelclO4ktpJTFcUBmlegs W PxeNzlzy07XD
3x4 =
2.4 //
Scale = 1:18.3
Plate Offsets (X Y)-- (2:0-_2_-0 Edgel _
LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (Joe) /deFl Lid
PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.34 Vert(LL) The - n/a 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.45 Vert(CT) n/a - n/a 999
TOOL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Tire n/a
BC_DL 10.0BCLL 0.0 Code IBC2018lTPI2014 Matrix -P Weight: 1816 FT= 5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/Size) 1=235/5-4-0,3=235/5-4-O
Max Herz 1=78(LC 9)
Max Uplift 1=-40(LC 12), 3=-40(LC 13)
Max Grav 1=283(LC 18), 3=283(LC 19)
FORCES. (ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ff; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extedor(2E) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TOLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s)1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of tt({tV Iii �/r y
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ��\� ///y
"STE"'
Q
No. 60400285 ='
STATE OF
ss`iONA`�
February 26,2019
WARNING -Nervy design Paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-1473 rev. 10/03/2015 BEFORE USE.
sign valid for use only with MBekO connectors. This design is based only upon parameters shown, and Is for an individual building componenl, not
ross system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
Mile!
ilding design. Bracing indicatedto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
'
,ways required for,abitily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
)cation, storage, delivery, erection and bracing of lasses and miss systems, S09ANSIRPiI Quality Criteria, DSB-89 and SCSI Building Component
818 Soundaide Road
any Ioform.tionavallable from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314.
Edenton. NC 27932
ORDERS IVT -01283 VCOM I1 I 1 I E12367811
4x6 =
2x4 // 2x4 II 2x4 O
Scale = 1:SET
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.99 Vert(LL) nla - nla 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a - fila 999
TCDL 10.0 Rep Stress Infer YES WB 0.07 Horz(CT) 0.00 3 rise n/a
BCLL 00
BCDL 10.0 Code IBC2018frP12014 Matrix -P Weight: 321b FT=5%
LUMBER -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/size) 1=227/8-0-0,3=22718-0-0,4=28718-0-0
Max Herz 1=-123(LC 8)
Max Uplift 1=-76(LC 13),3=-76(!_C 13), 4=-4(LC 12)
Max Grav 1=327(LC 18), 3=327(LC 19), 4=298(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vutt=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 4-7-12, Exterior(2E) 4-7-12 to 7-7-12
zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
\�
�<Q 6%(P '
NO. 60900285 ;
-a STATE OF
G� O`er
February 26,2019
WARNING-VerifydeslBn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMII-7479 rev. 1WOV2016 BEFORE USE.
Design valid far use only with Meek® canneclors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the building designer must verify the applicability of design pommetea and pmpedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual Burs web and/or chord members only. Additional temporary and permanent bracing
9 iC
8V5 K NiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. far general guidance regarding the
fabrcation, storage, delivery, erection and bracing of trusses and truss systems, socANSIflPI1 Quality Criteria, DSB-89 and BCSI Building Component
818 Soundside Read
Safety Informationevailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
00_MidAtlantic
Lid
PLATES
GRIP
TCLL 30.8
Plate Grip DOL 1.15
E12367812
ORDERS
VT -01284
VCOM
1
t
197/144
(Ground Snow=4
Lumber DOL 1.15
BC 0.20
Vert(CT)
n/a -
Jab Reference (optional)
NVR, Frederick, NO - 21703, 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 19:32:49 2018 Page 1
ID:cLH1 H7N4gk9cJfeNZbukX5yUXz2-PththmylXFmkEvzGlaKYOT9ZHAHnPHVV906WHQyO7XC
5-4-0 10-8-0
-...-.
5-4-0 54-0
4x6 =
3x4 // 8 7 6 3x4 \\
3x6 II 2.4 II 3x6 II
Scale = 1:33.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
IIdeFl
Lid
PLATES
GRIP
TCLL 30.8
Plate Grip DOL 1.15
TC 0.77
Vert(LL)
Nat -
n/a
999
MT20
197/144
(Ground Snow=4
Lumber DOL 1.15
BC 0.20
Vert(CT)
n/a -
n/a
999
TCLDLL 10) 10.0
Rep Stress Incr YES
WB 0.15
Holz(CT)
0.00 5
No
n/a
BC0.0
Code IBC2018/TPI2014
Matrix -S
Weight: 461b
FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. All bearings 10-8-0.
(lb) - Max Horz 1=-169(LC 8)
Max Uplift All uplift 1001b or less atjoint(s) except 1=-159(LC 10), 5=-130(LC 11), 8=-341(LC 12), 6=-341(LC
13)
Max Grav All reactions 250 Ib or less atjoint(s) 1, 5 except 7=300(LC 18), 8=633(LC 18), 6=633(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-269/187, 2-3=-314/149, 3-4=-314/149
WEBS 2-8=-595/469, 4-6=-595/469
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mi h; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 7-3-12, Exterior(2E) 7-3-12 to 10-3-12
zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift atjoint 1, 130 Ib uplift at
joint 5, 341 Ib uplift at joint 8 and 341 Ib uplift at joint 6.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIt TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
My WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/09/2015 BEFORE USE
Design valid for use only with Mifek®connectors. This design is based any upon parameters shown, and Is for an Individual building compon,
a fuss system, Be(.,. use, the building designer must verity the appl',cabilily of design parameters and properly incorporate this design into it
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and per
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Credo, DSB-89 and BCSI Building Can
Safety Irgman.tlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
ST k
'P
No 60400285
STATE OF ° a
February 26,2019
Mir
Mek'
BiB Soundslde Road
Edenton, NC 27932
Jab
Truss
Truss Type
Qiy
Pty
00_MidAllantic
E12367813
ORDERS
VT -01285
VCOM
1
1
Job Referenceo t�ionalj_
NVR, Frederick, MID -21703,
9120 5 Oct 6 L01 it BIT eK Industries, Inc. I ue Uct'3U 1 a:32:bU 201 U rage 1
ID:cLH1 H7N4gk9cJfeNZbukX5yUXz2-t3EGu6zKlZuas3YSrImYghkcadO8kAiOSs3psyO7XB
46 =
Scale =1:37.9
--_-._- 13-4-0
Plate Offsets (X Y)-- E.9-2-0,0--l-OL--
LOADING
:0-2-00-1-07 _LOADING (psf) SPACING- 2-0-0 GSLDEFL. in (lob) /deft Ud PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.73 Vert(LL) n/a - DIG 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.20 Vert(CT) his - run 999
BCLL 0.0 TCLL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 DID n/a
BCDL 10.0 Code IBC2018/TPI2014 Matrix -S Weight: 62 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP NOS or 2x4 SPF Stud
REACTIONS. All bearings 13-4-0.
(lb) - Max Herz 1=-214(LC 10)
Max Uplift All uplift 1001b or less atjoint(s) 1, 5 except 9=-323(LC 12), 6=-323(LC 13)
Max Grav All reactions 250 In or less atjoint(s) 1, 5 except 8=307(LC 18), 9=553(LC 18), 6=553(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-310/173, 3-4=-310/173
WEBS 2-9=-490/376, 4-6=-490/376
NOTES- (9-10)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-4-4 to 3-4-4, IntenOT(1) 3-4-4 to 3-8-0, Exterior(2R) 3-8-0 to 9-8-0,
Interior(1) 9-6-0 to 9-11-12, Exterior(2E) 9-11-12 to 12-11-12 zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lunn DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 1, 5 except 6t=1b)
9=323.6=323.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
RFO,,t�"c
60900285
STATE OF
February 26,2019
WARNING. Venry awalga Parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE. ■■■
Design valid for use onry with MTek® connectors. This design is based only upon parameters shown, and b for an Individual building component, not ■
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing q RiTek
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iV8 i EC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criieria, DSI -89 and BCSI Building Component 818 Soundside Read
Safety Informationavoiiobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314. Edenton, NC 27932
Job
Truss
Truss Type
Orly
Ply
c
E12367814
ORDERS
VT -01286
VCOM
1
1
Edenton, NO 27932
b Re1fe eoptipna0lnce
Job
NVR, Frederick, MD -21703,
8.220 5 Oct 6 2018 MI I ex ineustnes, Inc. i ue ucr 5u lu:4L:b4 Luib rage i
ID:SXrPUTNib2HTwpCZ71Pz4JyUXzl-gSMOJo?apA915MhmjtFd5n41 NJTccS?rmLAukyO7X9
4x6 =
Scale= 1:44.9
Plate Offsets (X Y)-- 17:0-2-0 0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell Uld PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.73 Vert(LL) n/a - n/a 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 5 fire, n/a
BCLL 0.0
BCDL 10.0 Code IBC2018TTP12014 Matrix -S Weight: 77111 FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. All bearings 16-0-0.
(lb) - Max Hoa 1=-259(LC 8)
Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5 except 9=-377(LC 12), 6=-377(LC 13)
Max Grav All reactions 250111 or less atjoint(s) 1, 5 except 8=293(LC 18), 9=607(LC 18), 6=607(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-309/205, 3-4=-309/187
WEBS 2-9=-516/415, 4-6=-516/415
NOTES- (9-10)
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2E) 0-4-4 to 3-44, InGmOT(1) 3-4-4 to 5-0-0, Exterior(2R) 5-0-0 to 11-0-0,
Interior(1) 11-0-0 to 12-7-12, Exterior(2E) 12-7-12 to 15-7-12 zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lunn DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb)
9=377.6=377.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
i
�tt1LSTR,>k p7jG
J
No. 60900285
a
STATE OF ° Q m
's9 ®T !/V7iAClP
February 26,2019
WARNING.VerifyCaslgnparameteraand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II.1473ser, 10/09/2015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon preambles, shown, and is for on Individual buliding component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
bullding design Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
t1A'sT�k'
is always recused for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, ereclion and draaing of trusses and truss systems, seeANSIRPIi Quality Ontario, DSB-89 and BCSI Building Component
818 Soundside Road
Safety Intormationovailable from Truss Plate Institute, 218 N. Lee Sireei, Sidle 312, Alexandria, VA 22314.
Edenton, NO 27932
Job
Truss
Truss Type
Qty
Ply
00 MidAtlantic
E12367815
ORDERS
Vr-01287
VCOM
1
i
Job Reference (optional)
NVR, Frederick, AD -21703,
B.LLV 5 CuA a La Io MITok uui.Jtlie , 6, To. Gun 30 1G.32.53 2G tt r
4x6 =
13 12 1811010 9 B
Scale = 1:51.9
Plate Offsets (X Y)-- (3:0-3-0 0-3-4] (5:0-3-0 0-3-41 (10'0-2-0,0-1 -01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deFl Ud PLATES GRIP
TCLL 30.8 Plate Grip DOL 1.15 TC 0.77 Vert(LL) Fila - Fila 999 MT20 197/144
(Ground Snow=40.0) Lumber DOL 1.15 BC 0.20 Vert(CT) Fila - Fila 999
TCDL 10.0 Rep Stress Incr YES WB 0.27 Hoa(CT) 0.01 7BCLL 0.0
Fila Fila
BCDL 10.0 Code IBC20181TPI2014 Matrix -S Weight: 95111 FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-11
REACTIONS. All bearings 18-8-0.
(Ib) - Max Herz 1=-304(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) except 1=-203(LC 10), 12=-357(LC 12), 13=-255(LC 12),
7=-151(LC 11),9=-357(LC 13),8=-255(LC 13)
Max Grav All reactions 250 Ib or less atjoint(s) except 1=317(LC 12), 11=317(LC 24), 12=593(LC 18),
13=368(LC 21), 7=282(LC 13), 9=593(LC 19), 8=369(LC 22)
FORCES. (ib) -Max. Camp./Max. Ten. -All fomes 250 (Ib) or less except when shown.
TOP CHORD 1-2=-437/270, 2-3=-285/196, 3-4=-313/239, 4-5=-313/205, 6-7=-388/196
BOT CHORD 1-13=-123/254,12-13=-123/254,11-12=-122/258, 9-11=-122/258
WEBS 3-12=-511/406, 2-13=-306/306, 5-9=-511/406, 6-8=-306/307
NOTES- (9-10)
1) Wind: ASCE 7-16; Vult=150mph 13 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior12E) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-4-0, Exledor(2R) 6A-0 to 12-4-0,
Interior(1) 12-4-0 to 15-3-12, Exterior(2E) 15-3-12 to 18-3-12 zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0;
Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 Ib uplift at joint 1, 357 lb uplift at
joint 12, 255 lb uplift at joint 13, 151 Ib uplift at joint 7, 357 Ib uplift at joint 9 and 255 lb uplift at joint 8.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate Wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II4478 rev.1WOV2015 BEFORE USE.
Design valid for use only with Mgek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must yedfy the applicability of design parameters and properly iacarparate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional tem poetry and permanent bracing
is always required for stability and to prevent coflapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAFsUrPIi Quality Coletla, DSB-89 and BCSI Building Component
Safety infonnatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
T1 ltI€111//1
No.60900265 ' 7_� =
e
STATE OF
February 26,2019
IS
iTek"
Bill Suundside Road
Edenton, NG 27932
Jab
Tmss
Truss Type
Oly=02ptional
NOTES- (9-10)
`
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
'Tel.
9 iE
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
E12053170
ORDERS
VT -01288
VCOM
1
4) All plates are 3x4 MT20 unless otherwise indicated.
ontinuous bottom chord bearing.
5) Gable requires continuous
6) This psf liveIoad othernt with any loads.except
!�
cesigned nrt.0
rt 7 �t=lb)
ovdemech cf lb
........
mechanical connection others) of truss to bearing plate capable of withstanding uplift at jointO
l
NVR, Frederick, MD -21703,
6.2zU s may z4 zutd mu ex InauSTrleS, Inc. uvea Aug i mou:ua even rage
4x8 =
13 12 21JA-0 10 9 8
Scale = 160.3
21-4-0
Plate Offsets (X Y)-- [3:0-3-0 0-3-4] [5:0-3-0 0-3-41 [10:0-2-0 0-1-0j _
LOADING (psf) SPACING- 2-0-0FCSIDEFL. in floc)/dell Lid PLATES GRIP
TCLL 30.0 plate Grip DOL 1.15Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15Vert(CT) n/a - n/a 999
TCDL 10.0 BCLL 0.0 Rep Stress Incr YESHorz(CT) 0.01 7 me n/a
BCDL 10.0 Code IBC2018rTP12014 Weight: 115 la FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-11
REACTIONS. All bearings 21-4-0.
(Ib) - Max Horz 1=349(LC 9)
Max Uplift All uplift 100 lb or less atjoint(s) 7 except 1=-140(LC 10), 12=-357(LC 12), 13=-271(LC 12),
9=-356(LC 13),8=-271(!_C 13)
Max Grav All reactions 250 lb or less atjoint(s) 7 except 1=275(LC 12), 11=339(LC 24), 12=582(LC 18),
13=382(LC 21), 9=582(LC 19), 8=383(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-424/279, 2-3=-287/201, 3-4=-3071275, 4-5=-307/222, 6-7=-366/195
BOT CHORD l-13=-143/300,12-13=-143/300,11-12=-142/303, 9-1l=-1421303,8-9=-1 38/296,
7-8=-138/296
■
WEBS 4-11=-261/54, 3-12=-500/407, 2-13=-308/309, 5-9=-500/407, 6-8=-308/309
■
NOTES- (9-10)
`
1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
'Tel.
9 iE
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
818 sourande Road
2) TCLL ASCE 7-16; Pf=30.0 list (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
Edenton, NC 27932
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
ontinuous bottom chord bearing.
5) Gable requires continuous
6) This psf liveIoad othernt with any loads.except
!�
cesigned nrt.0
rt 7 �t=lb)
ovdemech cf lb
........
mechanical connection others) of truss to bearing plate capable of withstanding uplift at jointO
l
1=140,12=357,13=271,9=3568=271.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
r No. 60400285 ,e
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
-G °• STATE OF ¢ v
ao /A(DI 4P'
J•,���I�,SSOa�jIA`
f��Cy```\`
February 26,2019
A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE 111II-7473mv. 1N AUHS BEFORE USE.
■
Design valid for use only with Mife1w connectors. This design is based only upon parameters shown, and is for an indwidual building component, not
■
gn paraeteand properly incorporate this design into the overall
a Truss system. Before use, the building designer must verify the applicability of desimrs
`
building design. Boding indkated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
'Tel.
9 iE
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabncation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
818 sourande Road
Safety Informationavoliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aleebudna. VA 22314.
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Ply
02 Valley
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
ATek-
is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Ima systems, seeANSUIPll Quality Criteria, DSB-89 and SCSI Building Component
E12056758
ORDERS
Vi -93097
VCOM
1
1
Jab Reference (optional)
NVR, Frederick, MD - 21703, 8.220 a May 24 2018 MITek Industries, Inc. Thu Aug 2 12:07:30 2018 Page t
I D:3EULQAGNOPfEmrMg6gLRSLyUY9N-wmEFI W2fp15zDfbJBgeNyGeYXkXghmYbhCg4lLyruUh
1-0-0 2-0-0
3x4 =
2
2.4 //
2x4 \\
Scale =1:9 5
H P-0-0 --.�
Plate Offsets (X Y)-- [2:E_dge
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /dell L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a - Bid 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCLL 0.0 Code IBC2018rrP12014 Matrix -P Weight: 7lb FT=5%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 1=7112-0-0.3=71/2-0-0
Max Harz 1=-26(LC 8)
Max Uplift 1=-7(LC 13), 3=-7(LC 12)
Max Grey 1=77(LC 18), 3=77(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf, BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf--30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1 D; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11I I I III/f//7G
O • �g3 -
��°
N0,60900285 e°
STATE OF 4r
'',�0� `°•,//VD!
-'/ONAk
February 26,2019
g& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473nn, 10/03/2015 BEFORE USE.
Design valid for use only with MBew connectors. The design is based any upon parameters shown. and Is tar an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and Property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
ATek-
is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Ima systems, seeANSUIPll Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Road
Safety Informationavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Memnon, VA 22314.
Edenton, NC 27932
NVR, Frederick, MD - 21703, 8.220 s May 242018 MiTek Industries, Inc. Thu Aug 2 12:07:30 2018 Page 1
ID:XQ2jd W HOnjn5O?xOgXsg?YyUYgM-wmEFI W2fpf5zDfbJBgeNyGeW BkUZhmYbhCg4lLymUh
2-00 4-0-0
z -o -o z -o -o
2.4 //
2x4 \\
Scale = 1:16.2
Plate Offsets (X Y)-- f2:Edge 0-3-3) _ --------
LOADING
_____LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeFl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(CT) TUB - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a TUB
BCLL 0.0
BCDL 10.0 Code IBC2018fTPI2014 Matrix -P Weight: 15 he FT=5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/Size) 1=171/4-0-0,3=17114-0-0
Max Herz 1=63(LC 11)
Max Uplift 1=-18(LC 13), 3=-18(LC 12)
Max Grav 1=206(LC 18), 3=206(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. `\`4t`ttyl6tlI II I ffif/it/,/'
�J D.OISTt;�.gc��
NQ. 60400285
STATE OF
IONA `I`
February 26,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1WON2015 BEFORE USE.
Design valid for use only with MITenS connectors. This design Is based only upon parameters shown, and Is for on individual building component, not
a firms system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
Wit
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brad & R'Ta1°R'
Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the i PC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sddANSI/TPD Quality Criteria, DS13-89 and SCSI Building Component 818 Soundside Road
Safely Infarmallonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alezandrla, VA 22314. Edenton, NC 27932
Truss
Truss Type
Qty
PlyT-ey2_Vall
[ORDERS:
�rE1205fi759
VT -93098
VCOM
1
b Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s May 242018 MiTek Industries, Inc. Thu Aug 2 12:07:30 2018 Page 1
ID:XQ2jd W HOnjn5O?xOgXsg?YyUYgM-wmEFI W2fpf5zDfbJBgeNyGeW BkUZhmYbhCg4lLymUh
2-00 4-0-0
z -o -o z -o -o
2.4 //
2x4 \\
Scale = 1:16.2
Plate Offsets (X Y)-- f2:Edge 0-3-3) _ --------
LOADING
_____LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeFl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(CT) TUB - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a TUB
BCLL 0.0
BCDL 10.0 Code IBC2018fTPI2014 Matrix -P Weight: 15 he FT=5%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/Size) 1=171/4-0-0,3=17114-0-0
Max Herz 1=63(LC 11)
Max Uplift 1=-18(LC 13), 3=-18(LC 12)
Max Grav 1=206(LC 18), 3=206(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf, h=33ft; Cat. II; Exp B; Enclosed;
MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. `\`4t`ttyl6tlI II I ffif/it/,/'
�J D.OISTt;�.gc��
NQ. 60400285
STATE OF
IONA `I`
February 26,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1WON2015 BEFORE USE.
Design valid for use only with MITenS connectors. This design Is based only upon parameters shown, and Is for on individual building component, not
a firms system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
Wit
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brad & R'Ta1°R'
Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the i PC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sddANSI/TPD Quality Criteria, DS13-89 and SCSI Building Component 818 Soundside Road
Safely Infarmallonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alezandrla, VA 22314. Edenton, NC 27932
LORDERS
JTrussFVrussMType Oly Ply 02ValleyE12056760
Vr-93099 1 1
Job Reference (optional
NVR, Frederick, MD -21703, B.2Lu s May z4 ZUT B ml i ex industries, Inc. l nu Aug z l z:ural zul o-ageI
ID:?dc5rsHeVOwy08WCEFNvXmyUYgL-Ozodys3HayDgrpAVIX9cVTBbT8kZQDokvsaelnymUg
3-0-0 6-0:0
--300 3_00
3x4 =
2x4 //
Scale = 1:26.3
He Offsets (X V)-- [2:Edge 0-3-31 _
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) Ida - n/a 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 VerhCT) Die - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCLL 0.0 Code IBC2018/TP12014 Matrix -P Weight: 23 lb FT=5%
BCDL 10.0_
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 1=271/6-0-0,3=271/6-0-0
Max Horz 1=-99(LC 8)
Max Uplift 1=-28(LC 13), 3=-28(LC 12)
Max Grant 1=348(LC 18), 3=348(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-258/69, 2-3=-258/69
NOTES- (8-9)
1) Wind: ASCE 7-16; Vul1=130mph (3 -second gust) Vasd=1 03mph; TCDL=6.Opsf; BCDL=6.0psL h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exlerjor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked forASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473., 1&OY2015 BEFORE USE.
Design valid for use only with Miele® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vent, the applicabitily of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding The
mtxication. stoma.. dellyerv. erection and bracing of trusses and truss systems, seeANSI/1PII Quality Caere, DSB-89 and SCSI Building Component
Truss Plate Institute, 218 N. Lee
�)��/
iSTE'1
tea•°���' a 6% (P
No. 60900285'
STATE OF i&'Z
fi
O\�\.
February 26,2019
Welk'
813 Soundside Road
Edenton, NC27932
Job 3_Truss Truss Type Qty Ply 02 Valley
- - -- -- -- E12056767
ORDERS VT -93100 VCOM 1 1
Job Reference (optional)
NVR, Frederick, MD -21703,
8.221) S May 24 ZULU MI ICK Industries, me.
4x6 =
2x4 // 4 2x4 \\
2x4 II
age
Scale =1:35.7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) FIB - The 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 VerI CT) FIB - DID 999
TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a
BCLL 0.0
BCDL 10.0 Code IBC2018/TPI2014 Matrix-laWeight: 37 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
WEBS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/Size) 1=249/8-0-0,3=249/8-0-0,4=245/8-0-0
Max Horz 1=-136(LC 8)
Max Uplift 1=-65(LC 13), 3=-53(LC 12)
Max Grant 1=339(LC 18), 3=339(LC 19), 4=261 (ILC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-261/92, 2-3=-261177
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. Il; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lung DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chard bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
WARNING -Were design peremeters and READ NOTES ON THIS AND INCLUDED RRLEK REFERENCE PAGE MOJ473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MBekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Bar. use, the building designer must verily the applicability of design parameters and properly incorporate this design into the over,
building design. Bracing indicated is to proven] buckling of individual truss web and/or chord members only. Additional temporary and permanent
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSIAPII Quality Criteria, DSB-89 and BCSI Building Com porn
Safety Informationavailable tram Truss Plate Imtitute, 218 N. Lee Shard, Suite 312, Alexandria, VA 22314.
S�`P`ISTE'*'
No. 60900285"
STATE OF
t``\�`�`
S`�70NAi }o
February 26,2019
sesese
MiTek'
818 Soundside Road
Edenton, NC 27932
ob
Truss Type
E6984188
ORS
=Vr9531
VCOM
1
i
Job Reference (opiionap
NVR Homes, X 7.350 Is Sep 26 2012 MiTek Industries, Inc. Tue Jul 16 14:53:01 2013 Page r
ID:wi x9Ob2b6BcCJjtfuuZVVXiyUYjE-vMIMXGmFLaL_ZcUhGDntgs6gmbtcEnVySYD_JmyxTXm
5-QO 10-0-0
5-0-0 5-0-0
4x6 =
3.4 // n 3x4 \\
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud
TCLL 30.0 Plates Increase 1.15 TC 0.73 Ved(LL) Flat - n/a 999
(Roof Snow=30.0) Lumber Increase 1.15 BC 0.39 Vert(TL) Fla - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.17 Hom(TL) 0.00 3 rile BID
BCLL 0.0 .1ru no Code IRC2012rTP12007 (Matrix)
LUMBER
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud
WEBS 2x4 SP No.3 or 2x4 SPF Stud
Scale = 146.7
PLATES GRIP
MT20 197/144
Weight: 471b FT=5%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required crass bracing
be installed during truss erection, in accordance with Stabilizer
Installation Bide.
REACTIONS (Ib/size) 1=242/10-0-0 (min. 0-1-8),3=242/10-0-0 (min. 0-1-8),4=317/10-0-0 (min. 0-1-8)
Max Horz 1=158(LC 9)
Max Upliftl=-48(LC 13), 3=-35(LC 12), 4m-1 (LC 12)
Max Gray 1=289(LC 2), 3=289(LC 2), 4=364(LC 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-5=-269/80, 2-5=-79/105, 2-6=-65/89, 3-6=-260/64
BOT CHORD 1-4=-58I116,3-4=-58/116
WEBS 2-4=-210/46
NOTES (9-14)
1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 1, 35 Ib uplift at joint 3
and 1 Ib uplift at joint 4.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) 8/12 Bottom Chord Bevel
10) I . Detail
11) I x I Bottom Chord ripped
12) 3-1/2" I. .I/
13) ( / 33.7
14) I/
LOAD CASE(S) Standard
® WARNING-Verhy design parameters and READ NOTES ON THIS AND INCLUDED MHEK REFERENCE PAGE M&7479 rev. 10/0312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent burping of individual truss web and/o, chord members only. Additional temporary and perp aneni bracing
I, always required for,situity and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the
fabrication, storage, delivery,.,.,ran and bracing of trusses and truss systems, seeANSt/TPll Quality Criteria, DSB-89 and SCSI Building Component
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
\ `PtrlSTFI,>k
Y
e% (
No. 60900285 °
® e
STATE OF >' I'
O,o"No I....e.
......
ON
February 26,2019
MiTek'
818 Soundside Road
Edenton, NC 27932
Job
Truss
Truss Type
Div
Ply
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
OA�'k`�A°GC'
6VY 9
Is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
TCLL 30.0
SPACING 2-0-0
E6984189
ORDERS
VT -93102
VCOM
1
1
Vert(LL) Na - Ilia 999
MT20 197/144
TCDL 10.0
Lumber Increase 1.15
BC 0.21
Vert(TL) Fiat - n/a 999
Job Reference (optional)
NVR Homes, X 7.350 s Sep 26 2012 MiTek Industries, Inc. Told Jul 16 14:53:02 2013 Page 1
I D:ODUXDx3DtUk2MSrScAl4yyUYjD-NZbllcnu6uTrA131pwl6C4e40?GcyEW 5hCyXrCyxTXI
6 D 12-0-0
6-0-0 6-0-0 1
Scale = 1:54.1
4x6 // 6 7 6 4.6 \\
3x4 11 3X4 II 3x4 11
Its WARNING - Very design,sagerefecrantl READ NOTES ON THIS AND INCLUDED Menge REFERENCE PAGE 11111-7473roe 1WON2015 BEFORE USE.
Plate Offsets (X Y): (1:0-4-10 Edgel f3:Edga 0-1_-13]� 5_0-2-0 Edgel
LOADING(psf)
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
OA�'k`�A°GC'
6VY 9
Is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
TCLL 30.0
SPACING 2-0-0
CSI
DEFL in floc) I/defl Lid
PLATES GRIP
(Roof Snow=30.0)
Plates Increase 1.15
TC 0.44
Vert(LL) Na - Ilia 999
MT20 197/144
TCDL 10.0
Lumber Increase 1.15
BC 0.21
Vert(TL) Fiat - n/a 999
BCLL 0.0
Rep Stress Incr YES
WE 0.18
Horz(TL) 0.00 5 n/a Ilia
BCDL 10.0
Code IRC2012/TPI2007
(Matrix)
Weight: 63 lb FT=5%
LUMBER BRACING
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,
in accordance with Stabilizer
Installation guide.
_
REACTIONS (Ib/size) 1=74/12-0-0 (min. 0-1-13),5=74/12-0-0 (min. 01-13), 7=214/12-0-0 (min. 0-1-13), 8=305/12-0-0 (min. 0-1-13),
6=305/12-0-0 (min. 0-1-13)
Max Hoa 1=-192(LC 8)
Max Upliftl =-1 25(LC 10), 5=-100(LC 11), 8=-295(LC 12), 6=-294(LC 13)
Max Greg 1=216(LC 12), 5=201 (LC 13), 7=243(LC 2), 8=433(LC 21), 6=433(LC 22)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-274/195, 2-9=-235/108, 3-9=-104/128, 3-10=-104/121, 4-10=-226/103, 4-5=-254/164
BOT CHORD 1-8=-87/155,7-8=-87/155,6-7=-871155,5-6=-871155
WEBS 3-7=-157/0, 2-8=-391/356, 4-6=-391/356
NOTES (9-14)
1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and fomes & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) Provide connection (by others) truss to plate of standing 125 upliftoint 1, Ith lift atjoint 5
/`7j/ice
1R802.102
at joint 6.\v````tp`tttSTRzi`
8 and 294 In ce
uplift at signled Pete
truss
n accordanint
with the 20121nteenartiooal Residenbael Codehsecflons R50211 and
7) This scde
`O�ift
standard ANSI/TPI 1.�E'
"Semi-rigid
8) pitchlereaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) 8/12 Bottom Chord Bevel
= t No. 60400285 'e
10) Detail
11) 1 1 x I Bottom Chord ripped
=
12) 3-1/2" 1. .1/
a a % If r
13) 1 / 33.7
' 'g `° STATE OFCc
/J/ix7ifiSs�0NA1-
LOAD CASE(S) Standard
//////Pit
l IIII00"
February 26,2019
Its WARNING - Very design,sagerefecrantl READ NOTES ON THIS AND INCLUDED Menge REFERENCE PAGE 11111-7473roe 1WON2015 BEFORE USE.
Design valid for use any with Mitek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
OA�'k`�A°GC'
6VY 9
Is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BOSI Building Component
818 Soundside Road
Safely Informotionavailable from Truss Plate Institute, 218 K Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NO 27932
Job
TrussTruss
Type
Oly
Ply
02 Valley
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 3-7
fabrication, storage, delivery, erection and bracing of trusses and land systems, seeANSIITPII Quality Caddo, DS15-89 and BCSI Building Component
E12056889
ORDERS
VT 93384
VCOM
1
1
Max Grav All reactions 250111 or less atjoint(s) 1, 5 except 7=271(LC 18), 9=554(LC 18), 6=554(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-302/222, 2-3=-350/162, 3-4=-350/138, 4-5=-277/182
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s May 242018 MiTek Industries, Inc. Thu Aug 212:14:44 2018 Page 1
ID:mOohvbDpDH70El_hBIMe3PyUymu-6NiG7pdDm44o=VSggg3HdX7hcgMObTUjz2 BymNv
7-0-0 14-0-0
7-0-0
4x6 =
3.4 // 93.4 I 8 7 3.4 II 6 3.4 \\
4x4 =
Scale = 1:59.1
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr VES
Code IBC2018/TPI2014
CSI.
TC 0.78
BC 0.20
WB 0.15
Matrix -S
DEFL. in (loo) I/deft Vd
Vert(LL) n/a - FIB 999
Vert(CT) n/a - n/a 999
Horz(CT) 0.01 5 n/a FIB
PLATES GRIP
MT20 197/144
Weight: 77 lb FT=5%
LUMBER- BRACING -
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 3-7
fabrication, storage, delivery, erection and bracing of trusses and land systems, seeANSIITPII Quality Caddo, DS15-89 and BCSI Building Component
REACTIONS. All bearings 14-0-0.
Safety Informottonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
(lb) - Max Ho¢ 1=-246(LC 8)
Max Uplift All uplift 100111 or less atjoint(s) 5 except 1=-106(LC 10), 9=-354(LC 12), 6=-353(LC 13)
Max Grav All reactions 250111 or less atjoint(s) 1, 5 except 7=271(LC 18), 9=554(LC 18), 6=554(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-302/222, 2-3=-350/162, 3-4=-350/138, 4-5=-277/182
WEBS 2-9=483/392, 4-6=-483/392
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. Ii; Exp 8; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1A5); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jojnt(s) 5 except Gt=1b)
1=106,9=354.6=353.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TP11.
itt6tisT(!////
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to of 115 mph.
` /
a wind speed
�� /
�_•
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
e No. 60900285 `•
STATE OF °
s$IONA`
to'o',O\'NIIIIIII`
February 26,2019
WARNING -Verity design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW473rev. 1WOM015 BEFORE USE.
■■■
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
■
a Ina system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
Mile!
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
��p
IY8' ilk
BY9 i IC
is always required for slabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and land systems, seeANSIITPII Quality Caddo, DS15-89 and BCSI Building Component
818 S nindslde noted
Safety Informottonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
NVR, Frederick, BAD -21703,
8.220 a May 24 2018 MiTek Industries, Inc. Thu Aug 2 12:38:02 2018 Page 1
ID:YPJXgUeO4cLQMSSdPbsBBozBMgr-AKBmXgY80SDi WnoBMRlfj5WXaEkewGQEyDcO39yru23
_{ 17-7-2
8-9-9
3.4 // 9 87 6 3.4 \\
3x4 It 4x6 = 3x4 I[
Scale =1:54.5
Plate Offsets (X Y)-- _ F/ 0 0 0 0-1-127
[7:O-3-0,0-1-4], [8:0-1-12,0-0-01
Truss Type
Qty
Ply
02 ValleyE72057593RS
�russ
F
VT 94259
VCOM
1
t
1 Row at midpt 3-8
REACTIONS.
All bearings 17-7-2.
(lb) -
Max Horz 1=-215(LC 8)
Jab Reference (optional)
NVR, Frederick, BAD -21703,
8.220 a May 24 2018 MiTek Industries, Inc. Thu Aug 2 12:38:02 2018 Page 1
ID:YPJXgUeO4cLQMSSdPbsBBozBMgr-AKBmXgY80SDi WnoBMRlfj5WXaEkewGQEyDcO39yru23
_{ 17-7-2
8-9-9
3.4 // 9 87 6 3.4 \\
3x4 It 4x6 = 3x4 I[
Scale =1:54.5
Plate Offsets (X Y)-- _ F/ 0 0 0 0-1-127
LUMBER-
[7:O-3-0,0-1-4], [8:0-1-12,0-0-01
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
LOADING (psf)
OTHERS
2x4 SP No.3 or 2x4 SPF Stud WEBS
1 Row at midpt 3-8
REACTIONS.
All bearings 17-7-2.
(lb) -
Max Horz 1=-215(LC 8)
SPACING- 2-0-0
CSI.
DEFL.
in (loo)
I/deg
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.45
Vert(LL)
n/a -
n/a
999
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.27
Vert(CT)
n/a -
n/a
999
DBCIL 10.0
Rep Stress III
WB
Horz(CT)
0.01 5
n/a
n/a
0.0
Code IBC2018/TP120145
Maris S23
Weight: 871b FT=5%
BCDL 10.0
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS
2x4 SP No.3 or 2x4 SPF Stud WEBS
1 Row at midpt 3-8
REACTIONS.
All bearings 17-7-2.
(lb) -
Max Horz 1=-215(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s) 1 except 9=-287(LC 12), 6=-286(LC 13)
Max Grav All reactions 250 lb or less atjoint(s) 5 except 1=251(LC 22), 8=264(LC 18), 9=648(LC 18), 6=648(LC
19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (16) or less except when shown.
TOP CHORD 2-3=-310/173, 3-4=-310/137
WEBS 2-9=-541/331,4-6=-541/331
NOTES- (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except at --lb)
9=287.6=286.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
A WARNING-Verrry design p ouni tern end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 1MON2015 BEFORE USE.
Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer muss verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
tabricafbn, storage, delivery, erection and bracing of trusses and truss systems, socANSI/rPll Quality Criteria, DSB-09 and SCSI Building Component
Safety Informatlonavaplable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314.
`x4xx`` Ptt tSTPZ
Z No.60900265
m
STATE OF rr
O. % e//Vi7iAN�
IONAi t�0�`x``\\
February 26,2019
MiTek'
818 SounLside Road
Edenton, NC 27932
Job
Truss
Truss Type
Qty
Piy
02_Valley
E12057594
ORDERS
VT -94260
VCOM
1
1
Job Reference (oplienap
NVR, Frederick, MD -21703,
9-5-10
8.220 s May 24 2018 MITek Industries, Inc. 1 nU Aug 2 12:3tFU3 2018 Page 1
ID:YPJXgUeO4cLOMSSdPbs8BozBMgr-e W 18kAZm9mLZ8xNNv8GuG13d5d5Ofi_OBIMZbcwu22
4x6 =
15 14 13 12 11 10
46 =
Scale =1:57 4
_Plate Offsets (X ))-- [12:0-0-0 0-1-12] [12:0-3-0 0-1-41 (13:0-1-12 0-0-0] __
LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) n/a - PIS 999 MT20 197/144
(Roof Snow=30)
1
BCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(CT) n/a - PUB 999
BCLL 0.0 Rep Stress [net YES WB 0.28 Horz(CT) 0.01 9 n/a n/a
BCDL 10.0 Code IBC2018ITP12014 Matrix -S Weight: 97 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-13
REACTIONS. All bearings 18-11-3.
(lb) - Max Horz 1=-232(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) except 1=-151(LC 10), 14=-248(LC 12),15=-180([-C 12), 11=-248(LC
13), 10=-180(LC 13), 9=-112(LC 11)
Max Gray All reactions 250111 or less at joint(s) 1, 9 except 13=293(LC 18), 14=587(LC 18), 15=350(LC 21),
11=587(LC 19), 10=351(LC 22)
FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-339/210, 4-5=-303/186, 5-6=-303/148, 8-9=-301/154
WEBS 4-14=-504/297, 2-15=-289/227, 6-11=-504/297, 8-10=-289/228
NOTES- (9-10)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. Ii; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 list (Lum DOL=1.15 Plate DOL=1.15); is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 ib uplift atjoint 1, 248 lb uplift at
joint 14, 18016 uplift atjoint 15, 248 lb uplift atjoint 11, 180111 uplift at joint 10 and 1121b uplift atjoint 9.
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
WARNING - Varity Cesrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-]4)3 rev. 10/0.1/2015 BEFORE USE.
Design valid for use only with Mifek®connectors. This design is based onry upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design paramelers and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilionai temporary and permanent bracing
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSITPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Informafionavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrw, VA 22314.
sxn�///
Q 0%Uo
No.60900285
e e
STATE OF -'
O.o%oIAIDIAts� °4L,
February 26,2019
MiTek'
818 Soundalde Road
Edenton, NG 27932
Jab
Truss
Truss Type
Qty
Ply
02 Valley
LUMBER-
BRACING -
Is always requred for stability and to prevent collapse wish possible personal injury and property damage. For general guidanceregarding the
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud
TOP CHORD
E12057595
ORDERS
Vi -94261
VCOM
1
1
1 Row at midpt 5-12
REACTIONS. All bearings 20-3-3.
(Ib) - Max Horz 1=249(LC 11)
Job Reference (optional)
NVR, Frederick, MD -21703, 8.220 IS May 242018 MI I eK industries, Inc. Inu Aug 212:3x:(14 ZU1n page
ID:YPJXgUeO4cLQMSSdPbs8BozBMgr-6jiWyWaOv3TQm5yZTsn7oWcor1 RE087XPX5782yru21
10-1-9 20-3-3
46 =
15 14 13 12 11 10
46 =
Scale = 161.4
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0__
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress incr YES
Code IBC2018ITP12014
CSI.
TC 0.72
BC 0.20
WE 0.35
Matrix -S
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/deft Lid
Fire - Fire 999
Fria - n/a 999
0.01 9 n/a n/a
PLATES GRIP
MT20 197/144
Weight: 107111 FT=5%
LUMBER-
BRACING -
Is always requred for stability and to prevent collapse wish possible personal injury and property damage. For general guidanceregarding the
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
WEBS
1 Row at midpt 5-12
REACTIONS. All bearings 20-3-3.
(Ib) - Max Horz 1=249(LC 11)
Max Uplift All uplift 100 Ib or less at joints) 9 except 1=-116(LC 10), 14=-248(LC 12), 15=-180(LC
12),
11=-248(LC 13), 1 0=-1 8O(LC 13)
Max Grav All reactions 250111 or less atjoint(s) 1, 9 except 12=301(LC 24), 14=586(LC 18), 15=349(LC 21),
11=586(LC 19), 10=349(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-328/211, 4-5=-303/199, 5-6=-303/161, 8-9=-287/150
WEBS 4-14=-504/298, 2-15=-282/221, 6-11=-504/298, 8-10=-282/221
NOTES- (9-10)
1) Wind: ASCE 7-16; Vull=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & -90iv
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Gable requires Continuous bottom chord bearing.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.itlltllitIll x
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 9 except Qt=1b) ``vK1 /77/i
1=116,14=248,15=180,11=248,10=180. S `tt �.. RZ 77
8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.��,
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction �,. ° °QCs (y�•. !2, m
to a wind speed of 115 mph.
10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of N0. 60400285
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. _ _
e
STATE OF ¢
�0\\`
slONIA`000
t��
February 26,2019
1, WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A01-7473rev. 1NO3/2015 BEFORE USE.
Design valid for use only wish Mitek® connectors. this desgo is based only upon poorneters shown, and is fora. Individual building componenl, not
a truss system. Before use, the building designer must vediy the applicability of design parameters and properly incorporate this design Into the overall
building design. bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonenl bracing
i B�1!elk
�,YYEE
Is always requred for stability and to prevent collapse wish possible personal injury and property damage. For general guidanceregarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdteda, 0SB-89 and SCSI Building Component
Bib sounders Road
Safety Informationavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Job
LOADING (psf)
a tress system. Before use, the building designer must very, the appficabilily of design parameters and properly incorporate this design into the overall
E12057596
��TMSSYMSSTYDO
ORDERS
TCLL 30.0
OM
=QtY0b2-valley
DEFL. in (loc) I/deli Lid
PLATES GRIP
(Roof Snow=30.0)
Plate Grip DOL 1.15
TC 0.53
Vert(LL) PIG - Fire 999
MT20 197/144
eference (optional) _
NVR, Frederick, MD -21703,
400 F12
6.ZZU S May 24 ZUIa Ml l ex industries, Inc. I nu Aug s i2:dd:Ub ZVin Page l
ID:YPJXgUeO4cLQMSSdPbs8BozBMgr-bvsu9sbOgNbHNEXm1 ZIML)80ZRn_7gOheBrggUyru20
46 =
Scale =1:14.6
2x4
2x4 C
I WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II4479 rev. IMON2015 BEFORE USE.
LOADING (psf)
a tress system. Before use, the building designer must very, the appficabilily of design parameters and properly incorporate this design into the overall
bulkling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onry. Additional temporary and permanent bracing
TCLL 30.0
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deli Lid
PLATES GRIP
(Roof Snow=30.0)
Plate Grip DOL 1.15
TC 0.53
Vert(LL) PIG - Fire 999
MT20 197/144
TCDL 10.0
Lumber DOL 1.15
BC 0.16
Vert(CT) PIG - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(CT) 0.00 3 Fria n/a
BCDL 10.0
Code IBC2018/TPI2014
Matnx-P
Weight: 23 lb FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 or 2x4 SPF Stud
REACTIONS. (Ib/Size) 1=151/8-0-0,3=161/8-0-0,4=31718-0-0
Max Horz 1=-18(LC 17)
Max Uplift 1=-31(LC 8), 3=-33(LC 9), 4=-14(LC 8)
Max Grav 1=194(LC 18), 3=194(LC 19), 4=317(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-16; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Extenor(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
00,
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3, 4.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
iPtV IS II//
J
No. 60900285
°'.
STATE OF
ate'• °`
a!Na)Ac??;. ��'
6S/ONAL��
10���
February 26,2019
I WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II4479 rev. IMON2015 BEFORE USE.
Design valid for use onry with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a tress system. Before use, the building designer must very, the appficabilily of design parameters and properly incorporate this design into the overall
bulkling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onry. Additional temporary and permanent bracing
p
E I6
Pik'
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
Is
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Cdteda, DSB-89 and BCSI Building Component
818 Soundsitls Road
Safely information svoilobte from Truss Plate InstiWte, 218 N. Lee Street Suite 312, Alexandra, VA 22314.
Herten, NC 27932
Job Truss Truss Type Oty Ply 02_Vailey
E12057597
ORDERS VT -94264 VCOM i 1
Job Reference (optional)
NVR, Frederick, MD - 21703, 8.220 s May 24 2018 Mi fek Industries, Inc. i no Aug 2 12:381Ub 2U1 a Hage t
ID:YPJXgUeO4cLQMSSdPbs8BozBMgr-350GMCbeRhje?06ybHpbuxhJmr8Bs74gtmECwyru2?
2-0-04-0-0
4-0-0
2-0-0 - 2-0-0
Scale = 1:7.5
4.00 12
2x4
2x4 C
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Bdefl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCLL 0.0
BCDL 10.0 Code IBC2018lrP12014 Matrix -P Weight: 9 l FT=5%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD
BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD
REACTIONS. (Ib/Size) 1=110/4-0-0,3=110/4-0-0
Max Horz 1=6(LC 12)
Max Uplift 1=-13(LC 8), 3=-13(LC 9)
Max Gmv 1=112(LC 18), 3=112(LC 19)
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 4-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES. (8-9)
1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction
to a wind speed of 115 mph.
9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of
100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.
y� QGtSTEgF
O=N e
No. 50900285
- e
STATE OF14/
2
February 26,2019
Al WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-747a ., 10/03a015 BEFORE USE.
Design valid for use only with Mielet, connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Gi
9Yi tll iTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
818 Soundside Read
Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Edenton, NC 27932
Vv
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