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5-a-5 12-10-3 19.0.0. 25-1-13 31-3-11 38-0-0 339 8 Scale = 1:645
0.8-8 G&5 6-1-13 6-1-13 G1-13 61-13 6-8-5 49-8
5X6 =
6,00112
6
4x6 �
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4x10
- S 410 Q
3x41
4� �V ,L 8 3x4./�
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9
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4x10= 16 15 14 13 12 400=
4x10= 4x10= 4x6=
4x6 = 4x10 =
9-9-4 19-0-0 28-2-12 39-0-0
9-94 9-2-12 9-2-12 9-9-4
ate sets - - :00-U-- - ,e ge
LOADING (psi)
SPACING 2-0-0
CSI
DEFL (in) (Inc) 1/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.50
Vert(LL) -0.27 10-12 >999
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.98
Vert(TL! -0.62 12-14 >735
BCLL 0.0
.Rep Stress Incr YES
WB 0.37
Horz(TL) 0.12 10 Wa
BCDL 10.0
Code UBC/IC80
1st LC LL Min Ildefl = 480
Weight: 153 16
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Sheathed or 3-8-9 on center purlin spacing.
BOT CHORD 2.X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 an center bracing.
WEBS 2 X 4 SPF No.2 WEBS 1 Row at mid t 5-14, 7-14
WEDGE
Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2
REACTIONS lb/size) 2=1565/0-3-8, 10=1565/0-3-8
Max Horz 2=103(load case 41
Max Uplift2 =-321 (load case 5), 10=-321(load case 5)
l
I
FORCES 0b) - First Load Case Only
TOP CHORD 1-2=10, 2c3=-2653, 3-4=-2388, 4-5=-2388, 5-6=-1667, 6-7=-1667, 7-8=-2388, 8-9=-2388, 9-10=-2653, 10.11=10
BOTCHORD 2-16=2357, 15-16=1937, 14-15=1937, 13-14=1937, 12:13=1937, 10-12=2357
-WEBS 3-16=-319, 5.16=464, 5-14=-647, 6-14=1122, 7-14=-647, 7-12=464, 9-12=-319
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it aboveground level, using 5.0psi top chord dead load and 5.0 psi bottom
chord "dead toad, 100.mi from hurricane oceanline, on an occupancy category 1, condition I enclosed builtling, of dimensions 46 it by 24 it with exposure C ASCE
7-93 per UBC)ICBO If endverticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load noncon do r re nt with any other live loads per Table
No. 16-B, UBC-94.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 to uplift at joint 2 and
321-Ib uplift. at joint 10.
6) This truss has been designed for both U8C-94 and ANSI/TPI 1-1995 plating criteria.
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LOAD CASES) StandardS•REoi'=/,�
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Design valid for use only with Wet connectors. IDh design Is based only upon parameters shown, and Is for an Individual building component to be
Installed and boded vetllcally-Applbabllify of design Paiameleis and propel Incorpofatbn of component H lesponslblllty, of building designer - not Muss
designee. Bracing shown kla!lalemi supdo,l of Individual web members only. Additional temporarybracing to Insure stability during cor imdlon S the
iesponsiblllty of me elector. Additional permanent bidding of In. overall irecture Is the responsibility. of the bulltling-designei. For general guidance
regoiding fabrication, quality control, storage, delivery, erection and bracing, oonsuff ®SD-88 Quality Standard, DSB-89 Bracing Speclllcaticn, and HIB-91 A `� �p
�S
Handling. Installing and Bracing Becommendatlon avallobie ss from toPlate ImilWM '�+te, $83 D'Onclilo Drive, Madison, WI53719.
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J1602382
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ROOF TRUSS
10
1
Davis Wholesale, Indianapolis, IN. 46222 MITek Industries, Inc. ed Mar 1 :1 :57 200Page 1
19-0.0 251-13 31.3.11 3 0-0 Scale =1i83.8
I I
0.33 6-3-5 5-1-13 6-1-13 &1-13 6-1-13 6-8-5
5x6 =
6,00 F,2
6
4x64
46
4z10 i
7
5 4x10 J
e.
3x4 \4 ., 8 3x4
m / 0 m
12
a ,. o
o cs
4x10= 15 14 13 12 11 4x10=
410= 4x10= 4x6=
4x6 = 4x10 -
9-9-4 19-0.0 26-2-12 38-0-0
_
9-9-4 9-2-12 9-2-12 9-9-4
Plate sets - r)-f�0-0�6�1T4, - ,e ge -
.LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (10c) Ildefl
PLATES GRIP
TOLL 20.0
Plates increase 1.15
TC 0.50
Vert(LL)-0.2710-11 >999
M20 1491104
TCDL 10.0
Lurnber Increase 1.15
BC 0.98
VertlTLl-0.6211-13 >736
BCLL 0.0
Rep Stress Incr YES
WB 0.37
Horz(TL). 0.12 10 ma
BCDL 10.0
Code UBC/ICSO
1st LULL Min I/defl = 480
Weight: 152 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 3-8-9 on center purlin spacing.
SOT CHORD 2"X 4 1 165OF 1.5E SOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 2:X 4`.SPF I WEBS 1 Row at midpt 5-13, 7-13
WEDGE
.Left: 2 X 4 SPF No.2, Right: 2 X4 SPF No.2
REACTIONS (lb/size) 2=156510-3-8, 10=150810-3-8
Max Herz 2=120(load case 4)
Max Uplift2=-321(load case 5), 10=.276(load case 5)
FORCES Ile) - First Load Case Only
TOP CHORD 1-2=10, 2-3=-2652, 3-4=-2387, 4-5=-2387, 5-6=-1666, 6-7=-1666, 7-8=-2387, 8-9=-2387, 9-10=-2652
BOT CHORD 2-15=2355, 14-15=1936, 13-14=1936, 12-13=1936, 11-12=1936, 10-11=2355
WEBS 3-15=-318, 5-15=463, 5.13=-647, 6.13=1121, 7-13=-647, 7-11 =463, 9-11 =-318
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has beiendesigned for the wind loads generated by 80 mph winds at 25.ft above ground level, using 5.0 psf top chord dead load and 5,0 psf bottom
chord dead load, 100mi from hurricane oceanline, on an occupancy category I, condition I enclosed building; of dimensions 45 It by 24 It with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is
1.33,and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads per Table
No. 16-B, UBC-94.
'5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 to uplift at joint 2 and
276 lb_ uplift atjoint 10.
6) This truss has been designed for bath UBC-94 and AN S)/TPI i-1995 plating criteria.
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LOAD CASEI51 Standard y �� am. R�EDp� V
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March 30,2000
OVARMNO - Verify dasslpn juarmssmbara ar-d READ 1VOTES ON TOW AND ROVERSE SIDE BEFORE U--Z- mm
Design valid for use only with Musk connectors, the design d based only upon parameters shown, and If lot an Individual buildingcomponent to be
Installed and booed vertically.. APPlicablllty of dessi parameters and proper Incotooratbn of component le te$rx,mIblllty of.bullCing designer - not hose
designer. Bidding shown b tot lateral support of Individual web members only, Additional temporary bracing to inside stability Owing conihuctbn is the
responsibility of the erecto!'. Additional permanent bracing of The overall structure b the lesponslbtilly of the building designer. For general guidance
regarding labfbatbn, quality contlol, storage, delivery, erection and bracing, consult GST-BS.Oualiy Standard. DSO-69 Bracing Speclhdatlon, and MIS-91 p /d����p
Handling Installing and Bracing Bocanmendallon avollable Pl from. truss ate Institute, 583 D'OffbncCl Madison, W 153719. ®�✓ S
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J16O2383
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Davis holesale; IndlanapD Ise IN. 4€72 4. - s 7/�1 39-MieTc rdustue 3, Inc. Wed Mar 29 1 1 20UT age 1
- _5_3-13 12-1-2 17-10.8 1&^0-9 23-7-14 I 29-&3 38-0-0 Scale=1:95.0
0.9-8 F3-13 5-9-6 5-9-6 1-1-8 4-7-14 &&6 8-6-13
5x6 =
6.00 F12
4x6 i
3x4 11
7 3x4 11
6 4x6 a 3x411 3x4
3x4 11
3x4 11
4x1O i 26 \ 11 4x1O,Z
1O3z4
5 3x4 11 27 11 3x411
3x4,' / 26i
43x�
�3x44 X 29 30
3/31 14
3x4'
4x6315
3x4j16
% �� 34
A / 3x4 / 3 1 In
G6 e — Y
0 3x4. 36 0
4x1O= 25 24 23 221 3x4 11 2019
3x4 11
46=4z10= 4x1O= 6x12= 3x4
3x4 11
3x5 11
3x5=
9-2-8 17-10-8 zE-6-9 3aao
v2-s a6-o 3-so n-sal
ate sets ��0-0=41-f17�1=TT, 0=0T ,e e,. -0-1-1 ,e e
LOADING (psi)
SPACING 2-0-0
CSI
DEFL 1m) Poc) I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.48
Vert(LL) -0.16 2-25 >999
M2O 1491104
TCDL 10.0
Lumber Increase 1.15
BC 0.74
Vert(TL) -0.38 2-25 >999
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(TL) 0.12 18 n/a
BCDL 10.0
Code UBC/ICBO
IMatrixl
1st LC LL Min I/deft = 480
Weight: 181 lb
LUMBER. BRACING
TOP CHORD 2X 4r HF_165OF 1.5E TOP CHORD Sheathed or 3-8-5 on center purlin spacing.
SOT CHORD 2 X 4 HF 165OF 1.5E SOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS' 2'X 4SPF No.2 WEBS 1 Row at micipt 5-23, 23-29
OTHERS 2:X 4SPF No.2 3-4-0 on center bracing: 6-20
WEDGE
Left: -2 X 4 SPF No.2
REACTIONS (lb/size) 2=1491/0-3-8, 20=1381/2-6-8, 19=-7/2-6-8, 18=207/2.6-8
Max Horz 2=11 Quad case 4)
Max Uplift2=-3O4(load case 5), 20=-234(load case 5), 19=-31O(load case 2)
Max Gray 19=2(load case 7), 18=239(load case. 2)
FORCES. (Ib).- First Load Case Only
TOP CHORD 1.2=20, 2-3=-2675, 3-4=-2431, 4-5=-2289, 5-6=-1709, 6-7=-468,.7-8=-488,: 8-9=-526, 9-10=-506, 10-11 =-Stt 11-12=-560,
12-13=-458, 13-14=-506, 14-15=-497, 15-16=-561, 16-17=-544, 17-18=-411
BOT CHORD 2-25-=2326, 24-25=1899, 23.24=1899, 22-23=1823, 21-22=1823, 20-21 =2303, 19-20=445, 18-IS, =445
WEBS 6-26=-1180, 26-27=-1096, 27-28=-11.16, 28-29=-1185, 29-30=-1735, 30-31=-1784, 31-32=-1794, 32-33=-1901, 33-34=-2014,
34-35=-2076, 35-36=-2067, 20-36=-2138, 7.26=190, 8-27=-46, 3-25=-323, 5-25=476, 5-23=-651, 6-23=1036, 23-29=.541, 21-29=499
, 21-33=-387, 9-28=-153, 10-30=-110, 11-31=-22, 12-32=-240, 14-34=-137, 15-35=19, 16-36=-158, 17-19=-313
NOTES
1) This truss has been checked forunbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 5.0 psi
tap chord dead Ioad,and;5.O psi bottom chord dead load, 1OO.mi from hurricane oceanline; on an occupancy category I,
condition I -enclosed building, of dimensions 45 it by'24 it with exposure C ASCE 7-93 per UBC/ICBO If end verticals or
cantilevers exist; they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
'is'1'.33,'and theiplategrip increase is 1.33
3) All plates areM2O plates unless otherwise indicated. lure
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table
No. 16-B, UBC-94. � S. REDyy
5),Provide mechanical connection (by oters) of truss to bearing plate capable of withstanding 3O4 lb uplift at joint 2, 234
b uplift at joint 20 and 3181b uplift aijoint 19.
6) This has been designed for both. UBC-94
truss and ANSI/TPI 1-1995 plating criteria.
LOAD CASE(S) Standard �.
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oNAL
�!Ql06096M
March 30,2000
AWAe2I YNG - Fycvyfg deelgn pammeters, a A READ (VOTES DIV TEGS SSWD PO VER ONs :SIIDS SE1ff91BE USS- ®m
Design valid for use only with Mittel, connectors, This design based only upon pawmelelsshown,. and Is for an Individual bvllding componentlo be
Installed and boded venbally:. Applkoblllty of design parameters and proem lncaporallon of component b responsiblllty of building designer - not buss
designer, Biocog shown Is for blest support of Indlviduol web members only. Additional lemporery bracing to Insure stability dining construction Is the
responslblllly of the erector. Addlibnal Permanent bracing of the overall-stmctvle,h. the responalblllly of the building designer. For general guidance
egotding, tob ication, quality control, stodge, delivery, ewatlon and bracing, consult 95148 Quality Standard, DSI.89 Bwcing 5pdc81callon, and NIB-91 ®
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MIT
Handling Installing and Bracing B9commendatlon ovollable from Truss Mole Institute, 5483 D'Oncblo Dilve, Madison, W 153719. a
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J1602384
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Davis Wholesa e, In lanapors; IN: 4€2'L 4.S-3 t 1499 MITekTies, nc.WeWW d Mar Z3 1 Si(,0 Page 1
-pe-p _19-0.0 _ 360-0 3a.g1g Scale = 1:78.6
0.9-8. 19-0.0 19-0.0 0.9-8
4x10 =
6.00 f 2
13
4
15
0� 16
410 i 9 17 4x10C
B 18
6 920
5 1
22
323
12 2�5 r?
o
iv
0
_
3x5= 45 44 43 42 41 40 39 38 37 36 35 34 33 32. 31 30 29 26 27 26 3x5=
4x10 = 4x10 =
aaao
3&0.0
Fadurtsets - - ,e ge, OT.O=S ,edge]
LOADING (Pat)
SPACING 2-0-0
C51
DEFL (in) (loc) I/defl
PLATES GRIP
TCLL 20.0
Plates. increase 1.15
TC 0.08
Verul-Q n/a - n)a
M20 149/104
TCDL 10,0
Lumber Increase 1.15
BC 0,04
VertlTLl 0.00 25 ->999
BCLL 0.0
Rep Suess Incr YES
WB 0.12
Horz(TL) 0.00 n/a
BCDL 10.0
Code UBC1ICBO
(Matrix)
1st LC LL Min I/deft = 480
Weight: 2041It
LUMBER BRACING
TOP CHORD 2 X 4.HF 165OF 1:5E TOP CHORD Sheathed or 6-0-0 on center pudin spacing.
BOT CHORD 2 X 4HF165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS 2'X 4SPF Not WEBS 1 Row at mill 12-36, 14-35, 11-37, 15-34
REACTIONS (lb/size) 2 = 172/38-0-0, 40=10/38-0-0, 31=10/38-0-0, 24=172/33-0-0,.36=102/38-0=0, 35 = 102/38-0-0, 37 = 123/38-0-0, 38=167/38-0-0,
39=153/38-0-0, 41=155/38-0-0, 42 = 160/38-0-0, 43=165/38-0-0,. 44 = 140138-0-0, 45=218/38-0-0, 34=123/38-0-0, 33=167/38-0-0
1, 32=153/38-0-0, 30 = 155/38-0-0
Max Horz2=235(load case 4), 24=-235(load case 3)
Max Uplift37 = -47(load case 5), 38=-49(load case 5), 39=-49(load case 4), 41=-50(load case 5), 42=-46goad case 4), 43=-47(load case 5),
44=.44(load case 4), 45=-62(load case 4), 34=-47(load case 5), 33=-49(load case 5), 32=-49(Ioad case 3), 30=-50(load case 5)
Max Grav 40=200oad case 2), 31=20(load case 2), 24=172(load.case 1), 36=102(load case 1), 35=102(load case 1), 37=125(load case 6),
38=167(load case 6), 39=153(load-case 1), 41=1550red case 6), 42=160(load case 1), 43=165(load case 1), 44=140(load case 6),
45=219(load case 6), 34=125(load case 7), 33=167(load case 7), 32=153(load case 1), 30=155(load case 7)
FORCES (Ib)- First Load .Case Only
TOWCHORD 1-2=20,2-3=-61, 3-4=-53, 4-5=-47, 5-6=-48, 6-7.=5, 7-8=-48, 8-9=48,9-10=6, 10-11 =-50, 11-12=-38, 12-13=-41, 13-14=-41,
14-15=;38,}15-16=-50, 16-17=-48, 17-18=-48, 18-19=-48, 19-20=5, 20-21 =-48, 21-22=-47, 22-23=-53, 23-24=-61, 24-25=20
BOT CHORD 2-45=0,-44,45=0, 43-44=0, 42-43 =0, 41-42=0;::40-41 =0, 39-40'-0, 38-39 =0, 37-38 =0, 36-37=0, 35-36=0, 34.35=0, 33-34=0,
32-33=0, 31-32=0, 30-31 =0, 29-30 =0, 28-29=0, 27-28=0, 26-27 =0, 24-26=0
WEBS 12-36=-74, 14-35=-74, 11-37=-93, 10-38=-124, 9-39=-119, 8-41 =-120, 7-42=-119, 5-43=-123, 4-44=-108, 3-45=.I 57, 15-34=-93,
16-33=-124, 17-32=-119, 18-30=-120, 19-29=-119, 21-28=-123, 22-27=-108, 23-26=-157
NOTES
11 This truss has been checkedfor unbalancedloading conditions.
2) This truss has been'designed for the wind loads generated by 80 mph winds at 25 It aboveground level, using 5.0 pat
top chord dead Ioad,and 5.0 psf bottom chord dead load, 100 mi from'nurricane oceanline,, on an: occupancy category I,
condition lienclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ICBO If end verticals or
cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber COL increase !b
is: 1.33, and the plate grip increase is 1.33 J�
3) For studs exposed to wind, see MiTek "Standartl Gable End Detail" RED*
`5.
4) All plates are M20 plates unless otherwise indicated. 0 '�d_
5) Allplates are 3x4 M20 unless otherwise indicated.
ftp'HIL
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2.0-0 on center.
8) This truss has beedesig in ad for a 10.0 psf bottom chord live load noncainent with any other live loads per Table P"
No. 16-B, UBC-94. ` V
9) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 37, 49 in y
uplift at joint 38, 49 It, uplift at joint 39, 50 lb uplift at joint 41, 46 Ib uplift at joint 42, 47 lb uplift at joint 43, 44 lb A $
uplift at joint 44; 62 Vuplift at joint 45, 47 lb uplift atjoint 34, 49 lb uplift at joint 33, 49 lb uplift at joint 32, 50 lb o
uplift at joint 30, 46'lb uplift at joint 29, 47 Ib uplift at joint 28, 44 It, uplift at joint 27 and 62 lb uplift at joint 26.
10) This truss has been designed for both UBC-94 and ANSI/TP1 1-1995 plating criteria.
tP ,tea III
HAL
LOAD CASE(5) Standard Mlobs
March 30,2000
AwARMLNo - Vii de¢dSn ggnmgenBerg rura RzfiD Niarar om i as AND REvERSSIS 9PDB Hd:&•DRE us-,. I @
Design vo0a for use only with Mliek connectors. This design Is based only upon parameters shown, and for an Individual building component to be
Installed and loaded vertically.. Applieablllly 01 design polamefers and proper Incorporation of component responsolllty of building designer - not truss
designer. Bocing shown Is to, i support of Individual web members only. ACCIIIonal temporary bracing to Insure stability dwing consbuotlon k the
r esponslblllty of the erector. Additional permanent bracing of the overall structure Is the iesponsileflty of the building designer. For general guidance
regolGing lobsldatbn, quality control, storage, delivery, erection and bracing, consult psi-68 Quality Standard, DSB-89 Bracing Specification, and Hill-91 �'����
Handling Installing and Bracingmmn , Rocoandanoavailable from Puss Plate Instttute. 583 DfOnohb give, MadOon, W 153719.
-
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truss type
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A4EFlEL: A
J1602385
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Davis wholesale, Indianapolis, IN. 46222 4,0-32 s Oct i MlTec n ustrlTd ies, Tn e' tlT i :10 age
-0-gg 6-? 13 12-1-3 1 17-10-8 237-13 29.5-3 35�a Scale = 1:73.6
0.9-8 G313 5-9-5 5-35 5-9-5 5-45 6318 0.9-8
5x6 =
6.00 r12
6
46 i
� 46
4x10 i 5
4x10
3x4:A, 3x4
3 \/. ry\.�9
2 191 m
<
O 0
4x10= 16 15 14 13 12 4x10=
46= 4x10= 4x10= 4x10= 4x6=
92-8 1]-10.9 26-6-8 3SSo
9-2-8 8-8-0 8-8-0 9-2-8
Plate sets - -U0- - a: - ,e ge
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) goc) 1/dell
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.41
Vert(LL) -0.22 14-16 >999
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.88
VerhTL) -0.50 14-16 >851
BOLL 0.0
Rep Stress Incr YES
WB 0.31
HarzITL) 0.11 10 n(a
BCDL 10.0
Code UBC/ICBO
-
1st LC LL Min /deft = 480
Weight: 14416
LUMBER BRACING
TOP CHORD 2 X.4 HF 1650F 1.5E TOP CHORD Sheathed or 3-11-7 on center purlin spacing.
BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt. 5-14, 7-14
WEDGE
Left: 2 X.4 SPF No.2, Right: 2 X 4 SPF No.2
REACTIONS (lb/size) 2 = 1475/0-3-8, 10=1475/0-3-8
Main Hari 2=97(load case 4) '
Max Uplift2=-305(load case 5), 10=-305(load case 5)
FORCES,(Ib)r-,First LoadCase Only
TOP CHORD, 1:2=10, 2-3=-2490, 3-4=-2242, 4-5=-2242, 5-6=-1566,. 6-7=-1566, 7-8=-2242, 8-9=-2242, 9-10=-2490, 10-11 =10
BOT,CHORD. 2-16=2211,115-16=1819, 14-15=1819, 13-14=1819, 12-13=1819' 10-12=2211
WEBS 3-16=-298, 5=16=435, 5-14=-607, 6-14=1054, 7-14=-607. 7-12=435, 9-12=-298
NOTES
11 This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft. by 24 It with exposure C ASCE
7-93 per UBC/ICBO'.If end verticals of cantilevers exist, they are expaBed to wind. It porches exist, they are not exposed to wind. The lumber DO increase is
1.33, andthe plate -gripincrease is 1.33
3) All plates are M20.plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table
No. 16-B, UBC-94.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 Ile uplift at joint 2. and
' 305lit ,uplift aticint 10.
6) This trusshas-been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
an
LOAD CASE(S) Standard RUED
®�Pj..
�
�AL
NAL E�
pNM4014
March 30,2000
,&WARMNG - Vai-yy design pargsamtare ®-war RZ1 D Id6':E.S ON TEUS AM REVERSE 500 BEFORE Hl0E. ®® O
Design valid lot use only,wtl Vaek connectors. Th§ design is based only upon. parameters Mown, and Is for on Individual bultding component to be
Installed and added vedkalty: Applicability of design palometers and proper incoiporallon of component is responslbllity of building designer - not truss
designer. Bracing shown h;fot Metal support of Individual web members only. Addlti nal temporary bracing. to Insure stability: dwing conshuctioh a the
responeblllly of the erector. Additional permanent bracing of theoveiall structure H the responsibisty of the building designer. For general guidance
regording fabrication, quality conbol, slorage, deilvery, a echon and bracing, consul) QST-d9 Quality standard, DSO-89 Bracing SpecMlcallon, and HIB-91 j� ��- ke
Handling Installing and bracing Recommendation available Isom Truss %ate Inttilute, 5a3 D'Onobb Ddve, Maclean, WI53]19, Mde
T oTruss
Inuss rype
LAKEHAVEN EL.
EL A
a
ITtY---Ply
GABLE
1
1
1602386.
avls Wholesale, Indianapolis . 4 4.0-3 s, Inc. Wed Mat 29 1 :15 Page 1
also Scale = 1:74.2
0.9-8 17-10.8 17-10.8
4x10 =
8.00 FIT
3
14
1 15
1� 16
4x10 17
4x10
67 920
5/ \ 21
4 �
3 f 23
-
1 2�5 M
2/
tt
0
..
-
10
3x5 = 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x5=
SYS = 5z6 _
sssa
ss9-o
a e offsets - ,e ge , -
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (too) I/deft
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.07
Vert(LL) n/a - nla
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.02
Vert(TL) 0.00 25 >999
BCLL 0.0
Rep Stress )nor YES
WB 0.11
Horz(TL) 0.00 n/a
BCDL. 10.0
Code UBC/ICBO
(Matrix)
1st LC LL Min I/deft = 480
Weight: 1871b
LUMBER BRACING
TOP,CHORD 2 X"4 HF 165OF 1.5E TOP CHORD Sheathed orb-0-0 on center purlin spacing.
BOT CHORD 2 X'4 HF 1650F 1.5E 80T CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS. 2 X'4'SPFNo.2 WEBS 1 Raw at midpt 12-35, 14-34
REACTIONS (Ib/size) 2=14C/35.9-0, 38=158135-9-0, 31=158/35-9-0, 24=140/35-9-0, 35=102/3579-0, 34=102/35-9-0, 36 = 124/35.9-0, 37 = 164/35.9-0,
-
39=162/35-9-0, 40 = 1 60J35-9-0, 41 = 159/35-9-0, 42 = 164/35-9-0, 43 = 142/35-9-0, 33 = 124/35-9-0, 32 = 164/35-9-0, 30 = 162135-9-0
,.29=160/35-9-0, 28 = 159/35-9-0
Max Harz 2=221(load 'case 4), 38=-2(load case 1), 31 =2fload case 1), 24=-221(load case 3)
Max Uplift38=-46(load case 4), 31=-46(load case 3),-36=-47(load case 5), 37=-50foad case 5), 39=-45(load case 5), 40=-47(load case 4),
41=-45(load case 5), 42=-51(load case 4),-43=-40doad case 4), 33=-47(load case 5), 32=-50(load case 5), 30=-45(load case 5),
29=-47(load case 3), 28=-45(foad case 5)
Max Gray 36=126(load case 6), 37=164(load case. 6), 39=162(load case 1),.40=160(load case 6), 41 =:159(load case 1), 42=164(load case 5),
43=142(load case 6), 33=126(load case 7), 32=164(load case 7), 30=162(load case 1), 29=160(load case 7), 28=159(load case 1)
FORCES:(Ib) - First l Load Case Only
TOP CHORD 1-2=20 2-3=-49, 3.4=-49, 4-5=-50, 5-6=-50, 6-7=4, 7-8=-50, 8-9=-50, 9-10=7, 10-11 =-49, 11-12=-37, 12-13=-40, 13-14=-40,
14-15--37, 15.16=-49, 16-17=-47, 17.18=-50, 18-19=-50,:19-20=4, 20-21=-50, 21-22=-50, 22-23=-49, 23-24=-49, 2425=20
BOT CHORD 2-43=0, 42-43=0, 41-42=0, 40-41=0, 39-40=0,38-39=0,37-38=0; 36.37=0, 35-36=0,'34-35=0,33-34=0, 32-33=0, 31-32=0,
30-31 =0, 29-30=_0, 28-29=0, 27-28=0, 26-27=0, 24-26=0 -
WEBS 12-35=-74, 14=34=-74, 11-36=-93, 10-37=-124,. 9-38=-118, 8-39=-120, 7-40=-120, 5-41 =-119, 4-42=-122, 3-43=-108, 15-33=-93,
16-32=-124, 17.31 =-118, 18-30=-120, 19-29=-120, 21-28=-119, 22-27=-122, 23-26=-108
NOTES
11 This truss has, been checked for unbalanced loading conditions.
2) This truss r has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1,
conditions enclosed building, of dimensions 45 ftby 24 ft with exposure C ASCE 7-93 per. UBC/ICBO If end verticals or
cantilevers exist, they: are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase iM
is 1.33, and the plate grip increase 1.33 - n
3) For studs exposed to wind, see MiTek "Standard Gable End Detail" S.-kEV
4) All plates ate M20 plates unless otherwise indicated. I
+�j
5) All plates are.3x4 M20 unless otherwise indicated,
6) Gable requires,cononuous bottom chord bearing.
NIL
7) Gable studs spaced at 2-0-0 on center.
8) This truss has been designed for a 10.0 psf bottom chord live load non concurreat with any other 'Iive Iaads per Table Kill
No. 16-S, UBC-94.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 to uplift, at joint 38, 461b
uplift at joint 31, 47 to uplift at joint 36, 50 Ito uplift at joint 37, 45 Ib uplift atjoint 39,.47 to uplift at joint 40, 45 to !f+ S
uplift at joint 41, 51 Ib uplift at joint 42, 40 Itouplift at joint 43,. 47 Itouplift atjoint 33, 50 to uplift at joint 32, 45 lb kr o
uplift at joint 30, 47 lb uplift at joint 29, 45 Ib uplift at joint 28, 51 Ib uplift at joint 27 and 40 to uplift at joint 26.
10) This truss has been designed for both UBC-94 and ANSIJTPI 1-1995 plating criteria. sa
s�QMA4
Eta
LOAD CASES) Standard hhM0Nit
March 30,2000
..,®1NARPdRVO - Verify deeign pasac a rem amd READ KOTLS ONYMS AIM REVERSE MDR BEFORE USE. ®®®
Design valid for use only with. Mlles conneclors. This design Is, based only upon parameten, shown, and k lob an Individual bullding component to as,
Installed and baited vertically. Applicability of design pawmeteit and proper ln9olporation of component R lesponablity of. buliding designer - nor ❑uss
designer. Bracing shown b forbleral support of:Indlvldual web members only. AddObnal temporary bracing to Insure stability durina conduction Is the
responslbirty of Ine eiectoi, Additional peimanent bracing of the over04 structure k the tesponsiblllty of the bulbing deslgner.. For general gubance
r egordmg labrbalbn, quality conbol, storage, dallvery, erection and Oracle,, consult ®51-W ®uarly Standard, DSS-e9 9racleg Specification, and'HIS-91 aTek®
Handling Installing and Bracing Rocommendatlon avallable ❑our Truss Rate Institute, 563 D-Onohb DrNe, Madison, W153719,
ype
ty
y602387
EL A
=USS�russ
ROOF TRUSS
1
1
Davis Whoesae, In ianapolis; N. - s ct 7 1 f e ndustnes, nc. Wed Mar 1 : :1 Page I
-anal 5-4-0 i 10-e-0 ,f1I5-a Scale=1:38.4
0-9-8 Sao 5-4-0 0-9-8
Sx5 =
3
v
10.00 12
\\\
In
: 5
4x5 11 6 45 11
3X4 11
sao 1 tsar �
sa0 5-ao
Plate Ultsets :e ge, - ,—
LOADING (psf)
SPACING 2-0-0
CS1
DEFL (in) (roc) I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.33
Vert(LL) -0.02 4-6 >999
M20 149/104
TCDL 10.0
Lumber Increase 1.15
SC 0,25
Veft(TL) -0.04 4-6 >999
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(TL) 0.00 4 n/a
BCDL 10.0
Corte UBC/ICBO
1st LC LL Min I/defl = 480
Weight: 37 lb
LUMBER BRACING
TOP CHORD 2 X-4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center puffin spacing.
BOT CHORD2 X 4" HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 2X.4 SPF No.2
WEDGE
Left: 2 X 4 HF 165OF 1:5E, Right: 2.X 4 HF 165OF 1.5E
REACTIONS (lb/size) 2=471/0-3-.8, 4=471/0-3-8
Max Harz .2=196(load case 4)
.Max Uplift2=-121(load case 5), 4=-121(load case 5)
-FORCES (lb) - First Load Case Only
TOP CHORD 1-2--11,.2-3=-308, 34=-308, 4-5=11
BOT CHORD 2-6`=228, 4-6=228
WEBS 3-6=104
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designer for the wind loads generated by 80 mph winds at 25 ftabove ground level, using. 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed' building, of dimensions 45 ft by 24 It with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1,33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table
No. 16-B, UBC-94,
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 Ib uplift at joint 2 and
121 Ile uplift at joint 4,
6) Thistrusshas been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.
li O
LOAD CASE(S) Standard 5�. RED� k4
®�
e pa $
A �P
`20Am
NAL
tiOeMsNN�
March 30,2000
&WARI'lli - Vorbi design poasmaneears ochd READ Ni ONTMS AND REVEri SBBDE' PEFORC USG. ®®�
teslgn valid far use only withi Mittel, co neotors. The Ceslgn b based only upon paiamelers shown and Is too an Individual bultaing component to be
Installed and boded vertically. Appflcabllity of design paiomefen and proper Incorporalbn of componenl b responsllellity of building deslgner not bvis
deslgnet. Bracing shown.e lot bowl suppolf of Individual web members only., Additional temporary bracing to Insure stability calling consbucf-bn b the
respongblllly of the erector. Additional peimanenl bracing of the ovewll %ructate b the responslbillty of the building deslgnet.. For general guidance
BB5111
regording'abrbaton,. quality conliol. %lodge, delivery, ereclbn and bracing, consult ®ST-e9 Guall standard, OSB-e9 Bracing SPecMiaatlon, and NIB-91 Mimic®
eandlin, Installing and Bracing Recommendation avollable from Loss Plate Inslltute, ties D'On.',b Dtive, Modlson, on 53719.
o
fuss russ ype ty
y
LAKEHAV
EL A
CGD GIRDER 1
2
J1602388
.Davis Wholesale, ndlanapohs, I . 4 4. - s ct 7 1 Mliek Industnes, Inc. Wed Mar 29 12:20:19 2000 Page 1
Sao tae-o Scale = 1:37.3
5 4-8 5-40
5x6
2
10,00 12 % \
N
4x10= 5 6 4 7 8 4xl0
400 11
S
S4-o taco
I
S4-o S4-a
ate sets - ,e ge , e ge ,
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (loc) Udall
PLATES GRIP
TCLL 20.0
Plates Increase L15
TC 0.23
Vert(LL) -0.03 3-4 >999
M20 149/104
TCDL 10.0
Lumber Increase 1.15
SC 0.67
Vertal-) -0.07 3-4 >999
BCLL 0.0
Rep Stress Incr NO
WB 0.57
Horz(TL) 0.01 3 We
BCDL 10.0
Code. UBC/ICBO
(Matrix)
1st LC LL Min Ildefl = 480
Weight: 1081b
LUMBER. BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purl'm spacing.
BOT CHORD 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
WEBS 2X4SPF No.2
REACTIONS (lb/size) 1=501110-3-8, 3=3541/0-3-8
Max Horz-1 =175(load case 4)
MaxUpliftl=-943(load case 4), 3=-638(load case 3)
FORCES (Ito) - First Load Case Only
TOPCHORD 1-2=-3889, 2-3=-3888
BOT CHORD 1-5=2879, 5-6=2879, 4-6=2879, 4-7=2879, 7-8=2879, 3-8=2879
WEBS 2-4=4671
NOTES
1) 2-ply truss to be connected together with 10d Common(A 48"x3") Nails as follows: Top chords connected with 2 row(s) at 0-5-0 on center. Bottom chords
connected with 2 row(s) at D-7-0 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 0-9-0 on center.
I
2) This truss has been.checkedfor unbalanced loading conditions.
i
3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chard dead load and 5.0 psf bottom
chord dead load, 100 mi'from hurricane oceanline, on an occupancy.; category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they;are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber and plate grip DOL
increases vary. See individual load case information.
4) Except as shown below, special connection(s) required to support concentrated )oad(s), Design of connections) is
delegated to the. building designer,
5) All plates are M20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table
No. 16-B, UBC-94.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 Ib uplift at joint 1 and
638 lb uplift at joint 3. it"
8) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. 0� 5• RED
LOAD CASES) Standard
1) Regular: Lumber Increase =1.15, Plate 'Increase =1.15
Uniform Loads (pit)
Vert: 1-2=-60.0, 2-3=-60.0, 1-5=-20.0, 5-6=-20.0, 4-6=-20.0, 4-7=-20,0, 7-8=-20.0, 3-8=-20.0 Pip
e,
Concentrated Loads (lb)
Vert: 1=-1545 5=-1545 6=-1545 7=-1545 8=-1545
2�a
SHN+f''
March 30,2000
AWARMIll - VOr-C y decign poi arruntevc aced READ A CITE R ON THIS A1M RENER9B SZ Dd b*EFRI".S U-'dB- ®arap
Deslgo valid for use only with M1lek. connectors. IhH design h based only upon parameters shown, and k for an Individual building component fo be
Installed and added vertically. Applicablllly of designporarri and proper Incorpalalbn of component a responslblllly otbui1ding tleslgner -not buss
designer: Bracing shown b lot Ideal suppod of IndNidual web members only. Additional temporary bwcing to Insure stability du ing constiuctbn Is the
rm responsibility of the erector. Additional peanent bwcing Of the, overall structure k the iesponslblllty of the building designer. For general guidance
regerding latericatbn, quality Control, stolag9, deilveryeiectbn and bracing, consult G51-88 ®uary Standard, DSS-S9 Bracing Spea ibatlon, and HIS-91' (j i���®
M
on, 53719,
Handling Initialling and BramLam Rocom9ndaron Ovaeable am truss Plate Irnitule, 583 ClDDrviolation,
00
russ
uss ypc
ry
J1602389
A
CGE
EE
avis Wholesale, Indianapolis, . 4bZZZ- s ct 7 19 MI a Industries, Inc. ed ar 1 Page 1
-Gi 3T8 Sao to -so it-Sg Scale=1:38.4
0.9-8 5=4-0 Sao 0-9-8
3x6 =
3x4 11.6
3x4 11
3x4 11 /
10.00 12 3x4
4i 8
i
3x4
3x4 11
\ 9
3,
i i
10 In
5x5 = 5x5 =
3x4 11 3x4 11 3x4 11 3x4 11 .3x4 11 3x4 11
o-so
10-M
Plate . sets ,D-DT21�-F. - - - -
- .e e, [T�0�Ui1,�TT0U-J-l1=D= -
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (loci I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.05
Vert(LL) n/a - n/a
N120 149/104
TCDL 10.0
Lumber Increase 1.15
SC 0,03
Vert(Ttf 0.00 1-2 >999
BCLL 0.0
Rep Stress Incr YES
WB 0.02
Horz TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
(Matrix)
1st LC LL Min I/defl = 480
Weight: 50 lb
LUMBER BRACING.
TOP CHORD 2 X4 HFI165OF 1.5E TOP CHORD Sheathed or 6-0-0 our center purlin spacing.
BOT CHORD 2 X 4 HF 1650F 1.5E SOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS '2 X 4 SPF.No..2
WEDGE
Left: 2 X 4 HF 165OF 1:5E, Right: 2 X 4 HF 165OF 1.5E
REACTIONS ilblsize) 2=142,r10-8-0, 10=142/10-8-0, 15=32/10-8-0, 14=82/10-8-0, 16=137/10-B-0, 17=110/10-8-0, 13=137/10-8-0, 12=110/10-8-0
Max Horz 2=163goad case 4), 10=-163(load case 3)
Max Up1ft2=-51 (load case 3), 10=-51(load case 4), 15=-TO(load case 4), 14=-10poad case 3). 16=-79poad case 5), 17=-87(load case 4),
- 13=-79(load-case 5), 12=-87(load case 3)
Max Grav 16=139(load case 6), 17=113(load case 6), 13=139(load case 7), 12=113(load case 7)
FORCES. (lb) - Fist Load Case Only
TOP CHORD 1-2=21, 2-3=-66, 3-4=,-73, 4-5=-62, 5-6=-55, 6-7=-55, 7-8=-62, 8-9=-73,9-10=-66, 10-11 =21
BOT CHORD 2-17=0, 16-17=0, 15-16=0, 14-15=0, 13-14=0, 12-13=0, 10-12=0
WEBS 5-15=-55, 7-14=-.55, 4-16=-103, 3-17=-89, 8-13=-103, 9-12=-89 -
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss:nas been designed for the wind loads generated by 80'mph winds at 25 ft above ground level, using 5.0 psf
top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1,
condition'I enclosed building, of dimensions 45 1t by 24 It with exposure C ASCE 7-93 per UBC/ICSO. It end verticals or
cantilevers exist, they; are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
is 1.33, and the plategrip increase is-1.33
3) Foristuds exposed to see MiTek "Standard Gable End Detail"
4).AII plates are,M20 plates unless otherwise indicated.
5) Gable requires continuous) bottom chard bearing.
61 Gable studs spaced at2-0-0, on center. �b
7) This truss has, be66 designed for a 10.0 psf bottom chord live load nonconcurrent:with any other live loads per Table -
No. 16-B, UBC-94. y S. RED�
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 2, 51 lb '
uplift atjoint 10, 10 Ih uplift atjoint 15, 10 lb uplift at joint 14, 79 lb uplift atjoint 16, 87 Ih uplift atjoint'17, 79 lb
uplift at joint 13 and 871b uplift at joint 12.
9) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. 111111116
a
LOAD CASE(S) Standard CC
.,Arp2,�0a
�ONALF�
Meee400
March 30,2000
AWAPrMTl6 - VargfeT vYno4gvs gneameder v:d RRAD NOrINS GAr THIS AND NOVEFt^s6: 9109 30FORE Mari). ®® �
Design valid lot use only with Welk connectors, this design H based only upon parameters shown, and Is lop an Indivlaual bwraing componenl.to be
Installed and lad atlevertically.. Applicability of design parametea and pro", Incorpomflan of componenl H pesponsiblllsy of bUllaing despnap - nor flu"
designer. Bracing shown Is. for lateral support of Individual web members only. Additional tempowry, brocing to Insure stability during construction a the
responsibility of the erector. Additional permanent bracing of the overall structure Is the rshr onslblllfy of the building designer, For general guidance
regarding tab icatlon, quarty control, storage, dellvey,, election andbracing, consult BST-88 Quality Standard, DSB-69 Braeing Spec Hlcatlon, and HIS-97 (� 4
M ��p
Handling Installing analBraclrg Rocommondallon ovallable from Truss Plate Institute, 583 D'OncOb D,I., Maori or153719, Y
—
j
o
russ
russ ype
ty
y
AKFFAMEF�fEC. d----
9�9
EL -A
D
MONO PITCH
5
7
1602390
'I
avrs Wholesale, Indianapolis, N..4 T 4. -3 s ct r 19999 MzTekInndustrla', ric. Wed Mar 1''31 1'�.73 1
-0-9-3 ba-0 [vp0 Scale = 1113.8
0-B-8 3-e-0 2-e-0
I
I
�
4
4:00 F12
i
3 / r
!i
IX
,- 3x4= X
36D GO-0
3G0 2-60
I
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
'Lumber Increase 1.15
Rep Stress. Inor YES
Code UBC/ICBO
CSI
TC 0.12
BC 0.09
WB 0.00
(Matrix)
DEFL (in) (loc) I/defl
Vert(LL) -0.01 2-5 >999
Vert(TL) -0.01 2-5 >999
Horz(TL) -0.00 4 n/a
1st'LC ILL Min I/defl = 480
PLATES GRIP
M20 149/104
Weight: 13 lb
(
LUMBER BRACING,
TOP CHORD 2-X 4 HF 165OF 1.5E TOP CHORD Sheathed.
SOT CHORD 2 X 4 HF'165OF 1.5E SOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing:
REACTIONS,(Ib/size) 4=75/0-3-8.2-193/0-3-8, 5=32/0-3-8, 3=163/0-3-8
Max Horz;2 = 90(load case 4)
Maxi Uplift4=-41(load case 4), 2=-63(load case 4), 3=-89(load case 4)
Max Gray.5=64(load case 2), 3=163(load case 1)
1
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=14, 2-3=23, 3-4=19
SOT CHORD 2-5=0
NOTES
1) This truss has beendesigned for the wind loads, generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are. exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1,33
2) All plates are M20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads per Table No. 16-8, UBC-94.
4) Provide mechanical connection fby others) of truss to bearingplate capable of withstanding 41 lb uplift at joint 4, 63 lb uplift at joint 2 and 89 lb uplift atjoint 3.
5) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.
LOAD CASES) Standard
�b
0y g, RED yy
Ski
QNAL�� °
Ostia
March 30,2000
i& WEs&2PHNG - V.,Vy3 deeBgis gtasmmetetm and READ N0rZ8 DIV'THZS AIVD REVERSE SPDE 3E&YAM FlP..p. ®® 0
Design valid lot use only with Meek conneclois. This design Is based only upon parameters shown,and k tot an individual building component to be
Inslolkd and boded vertically-Appllcablllty of design parameters and propel Incorporation of component is responsiblllty of building designer - not truss
design N. Bracing shown a to, Ill support of Indlvbual web members only. Additional temporary bracing to Insure stability duping construction lathe
responsiblily of the erector. Additional pelmanent bracing'ol the overall tltucluw b the respbmlblllly o1 the busCNg designer. For general guidance
ragoTlnq labibatbn, quality control, slodge, deliveiy'. eiecllon and bracing, consult Qsh Quality standard, DSO.59 Bracing Speclllcatlan, and NIB-91 '��� �ED
nantlling Installing ontl Bracing Recommendation available from lw., Ifia(e institute, 583 D'Onohb Dave, Madbon, M53919,
russ
fuss ype -
ty
y
-
J1602391
:LAS
DGE
MONOGABLE
1
1
olesale, In lanapolls,: 4. - s ct 7 1 MI ek ntlustnes, Inc. We ar 1 Page 1
-use- 3-e-o 5-ao Scale = 1:13.8
0.9-8 36a 2-6-0
4.00 12
3x411
3
i
N
N
3x4 — 3x4 I I
1
36a
I
3G0
i
LOADING'�(psf)
SPACING 2-0-0
CSI
DEFL linl (too) I/defl
PLATES GRIP
r
TCLL 20.0
Plates Increase 1.15
TC 0.38
Veft(LL) n/a - n/a
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.05
Vert(TL) 0.08 3-4 >402
BCLL 0.0
Rep Stress Inct YES
WB 0.00
Horz(TL) 0.00 n/a
BCDC 10.0
Cade UBC/IC BO
1st LULL Min Well-= 480
Weight: 14 lb
LUMBERBRACING'
TOP CHORD 2:X 4.HF'165OF 1.5E TOP CHORD Sheathed, except end verticals.
BOT CHORD 2:X 4. HF'165OF 1.5E SOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
WEBS 2?X4 SPF No.2
REACTIONS'(lb/size) 5=287/3-6-0, 2=185/3-6-0
Max 'Harz r5==22(load case 3), 2=113(load case 4)
Max Uplift5=-179(load case 4), 2=-50(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 9-2=7, 2-3-0, 34=-25, 3-5=-255
BOTCHORD 2-5=0
NOTES
1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf tap chord dead load and 5.0 psf bottom
chord'deadload, 100 mi from hurricane oceanline, an an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE
7-93per UBC/ICBO. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1 .33, and the, plate. grip. increase is. 1.33
2) For studs'exposed to wind, see MiTek 'Standard Gable End Detail"
3) All plates are M20 plates unless otherwise indicated.
4) Gable requires continuous bottom chord beating.
5) Gable studs spaced at 2-0-0 on center.
6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,. UBC-94.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 5 and 50 lb uplift at joint 2.
8) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995. plating criteria.
LOAD CASE(S) Standard
RED
Ilia
� g
A
V b
NAL E`®
CNN
i
March 30,2000
&WUARMNG sJer{Jy 8cafgir gavasrtak¢ss and H3LTAD Il6'9'E8 ®lY 7 1fS ATM 1: ZVZRSZ SIDE SEF®RS USE. ®sm®
Design valid lot use only with M17ek connectors. the design le based only upon parameters shown, and k for on Individual building component to be
Inslolled and boded vertically. Applicability of design paiamelers and proper' Incorporation of component a tesponslbllsy of building Ceslgner . not Imss
Nit
designer. Bracing: shown K to; lateral support of Individual web members only. Additional le noadvy bracing to Insure stability during construction a the
esponsrollify of the erocfar, Additional permanent bracing .1 the overall structure is the lesponslbllily of the building designer. For general guidance
regarding fabr ion quality. control, storage, delivery, election and bracing;' consult CST-88 Ouaihy standard, DSB-89 Bracing Bpecelcaflon, and N18.91 (� ��'zr—
M
Handling Inslglling and Bracing R.Oam ¢d¢tlan avolWble ttom Tiuss Plate lnstitule.583 D'Onofrb Dove. Mcdkon, W15371;.
job
russ
russ ype
City
P y
J1602392
EL A
DDavis
E
MONO PITCH
5
1
Z,,
Whaesae, Indianapolis, IN. 46222 4. - s ct Industries, Inc. Wed Mar 29 1 Page 1
-ass_ slso Scale = 1:9.7
. _ _
0-9-8 1FD
3
4.01) 12
i
�./ff3x4=--
y� 4_
li/ i
3-8-0
360
LOADING (psf)
SPACING 2-0.0
CSI
DEFL (in) (loci 1/def)
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.12
Vert(LL) -0.01 2-4 >999
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.09
Vert(TU -0.01 2-4 >999
BCLL 0,0.
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 3 n/a
BCDL 10.0
Code - UBC/ICBO
(Matrix)
1 st LC LL Min 1/deft = 480
Weight: 9 Ib
LUMBER BRACING
TOP CHORD 2 X 4. HF 165OF 1.5E TOP CHORD Sheathed.
GOT CHORD 2;X 4 HF 165OF 1.SE BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
REACTIONB (lb/size); 3=8810-3-8, 2=193I0-3.8, 4=32/0-3-8
- Maz'.Harz ,2=58(Ioad case 4)
Mas'Uplift3=4711oad case 4), 2=-74(load case 4)
Max Grav,.4=64(load case 2)
FORCES lib) -First Load Case Only
TOP CHORD 1-2=14, 2-3=23
SOT CHORD. 2-4=0
NOTES
-1)-This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead'load; 100 mifromhurricane oceanline, on an occupancy category I, condition I enclosed building,. of dimensions 45 It by 34 It with exposure C ASCE
7-93'per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1,33,and the plate grip'. increase is 1.33
2) All plates are M20 plates unless otherwise indicated'.
3) This truss has been designed for a 10.0 psf bottam chord live load nonconcome of with any other live loads per Tabla No. 16-B, UBC-94.
4) Provide mechanical' connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint 3 and 74 lb uplift at joint 2.
5) This truss has been designed for bath UBC-94. and ANSI/TPI 1-1995 plating criteria.
LOAD CASE(S) Standard
too
S. REDIV
oq
AS
2r®
QNAL�''
OI4 HIN
March 30,2000
&wARraAriG . Vardjg alacrgn pmmerwini amd READ NOTE9 ON THIS PRV ROVERSE SURE gEEORE
Design valM tot use only wah MITek connector. This design is based only upon polametea shown, and N lot an Indlvldual building component to be
rnslalled and traded vetlloally. Applbabll0y of design patometer and propel Incofp ration of component Is tesponslbllity ofbullaing designer - not Luss'
designer, Bracing. shown Is for bteral suppotl of Intl Nldual web members only. Additional tsxn oFary Mating to Insure stablllty during construction h the
esponslbillty of the etacioi. AddllbnoL permanent bracing of the overall structure Is the tesponslblily .1 Me building designer. For general guidance
tegcrding fabticotbn, quality control, storage, deNvery, etectbnand bracing, consult. ri Quality Standard. DSE-89 Bidcing. 5peclflcollon, and HIS-91
Handling lmtailingand Srccing kmaommondallonavollabblrom Luss Prole Institute, 583 D'Onobb Deve, Madison, WI53719. tl�tl �a
o
russ
russ ype
ty
y
E.
EL A;
EGE
MONO GABLF
1
1
J1602393
DavisWholesale, n ianap4.0-32 s Oct 7 1 r ek n ustries, nc— Wed Mar 2 .age 1
-use 3-e-0 Scale = 1.9.7
0-9-8 1&o 3x4 1
4.00 F12 //
�i
i
3x4 = 3x4 11
3_5 0
3-FD
:LOADING lost)
SPACING 2.0-0
CSI
DEFL (in) (lac) Iideft
PLATES GRIP
'TCLIL 20,0
Plates Increase 1.15
TC 0.09
Vart(LL) n/a - n/a
M20 149/104
'TCDL 10,0
Lumber Increase 1.15
BC 0.05
Vart(TL) 0.00 1-2 >999
'BCLL 0:0
Rep Stress Incr YES
WB 0,00
Horz(TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
-
1st LC LL Min I/defl = 480
Weight: 1016
LUMBER BRACING
TOP CHORD 2 X-4 HF 16SOF 1.5E TOP CHORD Sheathed, except end verticals.
BOT CHORD 2 X'4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
WEBS 2 X'4 SPF No.2
REACTIONS hb/siie) " 4=128/3-6-0, 2=185/3-6-0
Max Horz 4=-22poad case 3), 2=67(1oad case 4)
Max U0114=t3B;load case 4), 2=-79(load case 3)
FORCES 0b) -First Load Case Only
TOP CHORD 1-2=7, 2-3=0, 3-4=-96
BOT CHORD 2-4=0
NOTES
1) This truss,hasbeen designed for the wind loads generated by 80mph winds at 25 fbabove ground level, using 5.0 psf top chord dead load and 5,0 psf bottom
chord.dead load, 100 me from hurricane ocean)ine, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with. exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33,�.andthe plate grip increase is 1.33
2) For studs exposed to wind, see MiTek "Standard Gable End Detail"
3) All plates are M20 plates unless otherwise indicated,
4) Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 2-0-0 on center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94.
7) Provide mechanical connection my others) of truss to bearing plate'capable of withstanding 35 (b uplift at joint 4 and 79 lb uplift at joint 2.
8) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995.. plating criteria.
LOAD CASES) Standard
400
Lk RED IV
S�ONAL
,Taws 0
March 30,2000
F, .. _ _ ,. .._ .. ....
�.. ....,: ,
��ss..
y 'VVAP1W Neb Vartfy design p..reuskarn oral Rs AD 1NQ7 S ON THIS AID X0VURSO WDS BaMIM USE. ®00
Design valid lot use only with M11ek conneclors. This design Is based only upon parameters drown and Is for on Indlvldual buliding component to be
Installed and kwd devertically., Applicability of deslgA parameters and propp el ineotpotalbn of component Is responsibility of building deslgnl - not truss
desynei. Bracing shown for lateral supposl of IndNiduel web membeis only. Additional temporary bracing to Insure stability luting. conshucllen b the
rosponslblllly of the elector. Adtlltbnal permanent brccmg,.f the overall structurek the iesponslblllty of the building designer. For generalguidance.
tegaiding Jaboc000n, quality control; storage, delivery, erection and biasing, consult GST-88 Quality Standard, OSS-89 Bracing Sp sclllcallon, end HIS-91 p���®
- M
Handling Installing and Bradrig 8xommonll daon available from Truss Ptale lnslltule,583 D'Ohoftb Drive, Madison, W153719.
Job
Truss
.toss ype
Uty
Fly
J1602394
EL A.
VAT
VALLEY GABLE
1
1
Davis.Wholesale, ndlanapo ts; I 4 s ct 1 MITek In ustnes, Inc. Wed Mar 29 12: Page 1
ta4-14: za31a Scale: 3/16'=1'
10.0.141 10-4-15
3x6 =
7
10.00 12 \ 89
i' \
12
/
13
24 23 22 21 2019 18 17 16 15 14
3x6 =
2a&1J
20.&iD
ate sets I - ,e ge
LOADING (psf)
SPACING 2-0-0
CS]
DEFL (in) (toc) I/deft
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.07
Vert(T- hill - n/a
M20 149/104
TCOL 10.0
Lumber Increase 1.15
BC QO3
Vert(TL) n/a - n/a
BCLL 0.0
,Rep Stress Incr YES
WB 0.08
Harz(TIJ 0.00 n/a
41
r
BCDL 10.0
Code UBC/ICBO
(Matrix)
1st LC LL Min I/defl = 480
Weight: 108 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT'CHORE) 2 X 4 HF'165OF 1.5E BOT'CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS 2 X•4 SPF'No.2
REACTIONS (Ile/size) 1'=83120-9-13, 13=83/20-9-13, 19=23/20-9-13, 20=67/20-9-13, 18=82/20-9-13, 21=130/20-9-13, 22=167/20-9-13,
23=153/20-9-13, 24=182/20-9-13,. 17=128/20-9-13, 16=167/20-9-13, 15=153120-9-13, 14=182/20-9-13
Max Harz 1=2511load case 4), 13=-251(load case 3)
Max Uplift I=-37(load case 3), 13=-37(load case 4), 20=-9(load case 4)_18=-2(load case 3), 21=-73(load case 5), 22=-32fload case 5),
1
23=-74(load case 4), 24=-88(load case 5); 17=-74(load case 5), 16=-82(load cases), 15=-74(load case 3), 14=-88(load case 5)
Max Grav 1=178(load case 4), 13=178(load case 3), 19=47(load case 2), 20=67(load case 1), 18=82(load'case 1), 21=131(load case 6),
22=167(Inad case 1), 23=153(load ease 1), 24=182(load'case 61; 17=129(load case 71, 16=167(load case 1), 15=153(load case 1).
14=182(load case 7)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-65, 2-3=-71, 3-4=8, 4-5=-72, 5-6=-56, 6-7=-53, 7-8=-53, 8-9=-56, 9-10=-72, 10-11 =.69, 11-12=-71, 12-13=-65
BOT CHORD 1-24=0, 23-24=0, 22-23=0, 21-22=0, 20-21 =0, 19-20=0, 18-19=0, 17-18=0, 16-17-0, 15-16=0, 14-15=0, 13-14=0
WEBS 6-20=-61, 8-18=-61, 5-21 =-95, 4-22=-125, 3-23=-117, 2-24=-129, 9-17=-96, 10-16=-125, 11-15=-117, 12-14=-129
NOTES
1) This trusshas been checked for unbalanced loading conditions,
2) This truss has been designed for the wind loads generated by 80 mph winds. at 25 it above ground level, using 5.0 psf
top chord dead load and 5.0 list bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I,
condition I -enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE7-93 per UBC/ICBO If end verticals or
cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase
is 1.33,'and 'the plate grip increase is 1.33
3) For studs exposed to windy see MiTek "Standard Gable End Detail"
4) All plates'are M20plates unless otherwise indicated,
5) All plates are 3x4 M20unless otherwise indicated, �q
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced,at 2-0-0 on center. �5. REDy�, -
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tattle Qy �d-
No. 16-6, UBC-94.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift: at joint 1, 37 lb
uplift at joint 13,.9 Ile uplift at joint 20, 2 Ib uplift at joint 18, 73 lb uplift at joint 21, 82 Ib uplift at joint 22, 74 Ib uplift N&
at joint 23, 88 Ile uplift at joint 24, 74 to uplift at joint 17, 82.IIt uplift at joint 16, 741b uplift at joint 15 and 88 lb uplift
at joint 14.
10) This truss has been designed for both UBC-94 and ANSIITPI 1-1995 plating criteria.
A � o
LOAD CASE(S) Standard,@�
�flNALE� yP'�
�MBOO41006lit
March 30,2000
&WARIV9AJv V VcrVy ds ci jix sire cola d READ NOTES OTT TMS AFM EE1/Ili SSIDO 52FO M U:E. r®sue®
Design valid for use only with MDer, connectors. This design is based only upon parameters shown, and Is tot an Individual building component to be
Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component'Is responslblllty of building designer - not truss
designer. Bracing shown k for loteral support of Individual web meni only. Additional lemporary bracing to Insure stablllty during constwctidh Is the
etponstbBlfy of the erodfor. Adwlbnaf permanent bracing of the overoB sttuctme Is the responslblllty of the buiding designer. Fief general gultlance
regoiding fabrication, quality central, storage, chs lvety; etectlon and bracing, consult QST-88 Quality Standard, DSO.89 Bracing Spedttloatlon, and NIB-91 i9F
Handsing installing and Bract" Riacommondatlon available hom Truss Plata Institute, 563 D'Onoelo Ddve, Motels., WI 53719.
o
fuss
truss type
ty
y
J1602395
EL.A
VA2
VALLEY
1
1
avis oesa e, Indianapolis. IN. 4 s ct 1 I e n ustnes, Inc, Wed Mar 29 1 age 1
_ 9-2-e taco Scala = 1:60.4
¢2-e az-e
5x5 =
3
10.00 12 \•.
3x4 11 ,//
%. 3x4 11
j'
5
3x4 9 8 7 6 3x4;
3x4 11 3x6 = 3x4 11
3x4 11
faro
Faso
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (too) I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.23
Vert(LL) n/a - n/a
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.15
Vefl(TL) n/a - n/a
BCLL 0.0
Rep Stress Incr YES
WB 0.13
Horz(TLI 0.00 n/a
BCDL 10.0
Code UBC/ICSO
(Matrix)
1st LC LL Min I/deft = 480
Weight: 6516
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS 2 X.'4 SPF No.2
REACTIONS (lb/size). 1 = 192/18-5-0, 5 = 192/18.5-0, 7=3/18-5-0, 8=184/18-5-0. 9 =419118-5-0, 6=418/18-5-0
Max Herz 1-=205(load case 4), 5=-205(load case 3)
Max Upliftl=-15(load case 3), 5=-14(load case 4), 7=.9(load case 4), 9=-213(load case 4), 6=-217(load case 3)
Max Gray 7=28fload case 3), 8=184(load case 1), 9=426fload case 6), 6=425(load case 7)
FORCES flo) - First Load Case Only
TOP CHORD 1-2=-143, 2-3=-146, 3-4=-146, 4-5=-143
BOTCHORD1-9=0, 8�9=0, 7.8=-0, 6-7=0, 5-6=0
WEBS 3-8=-134, 2-9=-293, 4-6=-293
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, theyareexposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated. r
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 per Table No. 16-B, UBC-94.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ill uplift at joint 1, 141b
uplift at joint 5,9'Ile uplift at joint 7, 213 lb uplift at joint 9 and 217 Ito uplift at joint 6.
7) This truss has been designed for bath UBC-94 and ANSI/TPI 1-1995 plating criteria,
LOAD CASE(S) Standard ON
- eS. ���t��% j�
A
P&1
O b
J{l�
s
�ONAIEa+'
464404
March 30,2000
&WARNING - Vc Vy dealgn psx recteru wfd READ NOTBB ONTHM AND REVIURSH SIDE BEFORE USE. ide.0
Design valid for use only with Mltek conneclais. This design Is based only upon parameters mown, and Is for an Individual buiding component to be
Installed and ksaded vertically. Applicability of design parameters and propel Incotporallan of component k responsiblllly of building designer - not puss
designer Booing shown d tot lateral support of Individual web members only, AdditionalIemporaty braclrq to Insure stablllly during construction H the
responslaIlly or the ereclor. Additional permanent bating of the overaY nruclme Is the lesponslblAty of the buckling designer. For general guidance
,egording fabrication, quality control, storage, delivery; ereallan and bracing, consult lil Duality standard, Dsi-B9 Bracing Bpecilicalbn, and NIB-91 �{i���®
M
Handling Installing and Bracing BecommeIn ndatlonavallable from toss Plate stitute, $0 D'Onohb Dive, Madeon. WI53719,
o
russ trussype
ry
y
J1602396
EL A
V43 VALLEY
1
1
avas o esa e, ndlanapolls, s ct 999TvfiTek Industries, —Inc.
Wed Mair 29 12:20:34 2000 Page s
662 f6.aa
Scale = 1:49.2
5x5 =
3
10.00 12
_ /
3x4 11
3x411
1
2,
5
3x4 i 9 8 7 6 3x4
3x411 3x411 3x6= 3x411
6-63
160.3
Plate JTfs—e—ts——U--0,0-0-01
,
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (loc) I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.16
Vert(LL) n/a - note
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.10
Vert(TL) n/a - n/a
BCLL 0.0,
Rep Stress Incr YES
WB 0.10
Horz(TL) 0.00 note
BCDL 10.0
Code UBC/ICBO
(Matrix)
1st'LC LL Min lotdefl = 480
Weight: 55 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0.0 on center purlin spacing.
BOT CHORD 2,X.4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied
or 6-0-0 on center bracing.
OTHERS 2 X 4 SPF No.2
REACTIONS (lb/size) 1=156/1&0-3, 5 = 157/16-0-3, 7=12/16-0-3, 8 =214116-0-3, 9=343/16-0-3, 6=335/16-0.3
Max Horz 1=174(load case 4), 5=-174(Ioad case 3)
Max Upliftl=-25(1oad case 3), 5=-24(load case 4), 9=-180(load case 4), 6=-190(load case 3)
Max Grav 7=35(load case 2), 8=214(load case 1), 9=354(load"case 6), 6=345(load case 7)
FORCES (Ile) - First Load Case Only
TOP CHORD 1-2=-129, 2-3=-147, 3.4=-147, 4-5=-129
BOT CHORD 1-9=0, 8-9=0, 7-8=0, 6-7=0, 5-6=0
WEBS 3-8=-149, 2.9=-244, 4-6=-245
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top
chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition.) enclosed building, of dimensions
45 It by 24 It with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated.
-
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 per Table
No. 16-13, UBC-94.
6) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1, 24 Ile
uplift at joint 5, 180 Ile uplift atjoint 9 and 190 16 uplift at joint 6,
7) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.
LOAD CASES) Standard
n n�ipb
0� 7, hLtir�
DC r
NALEa',
IIwN�
March 30,2000
®WARmNc; - versify cieclgn pasaataeera and READ R07BS OW TRIS A19D REVERSE SdDE BEFORE USE. sea
Design valid for use only with MDek connector&, lhh design B based only upon parameters shown, and to, lot an IndNWual building component NAM
to be
Installed and baded vertically. Applicability of design paromelers and proper Incorpomtlon of component b responsibility of bn 01cling designer - ot truss
designer. Bracing shown 6 for btmal support of IndNidual web members only. Additional temporary bracing to Josue stability during construction B the
rosponslblllly of the ewctor. Addltbnal permanent bracing. of the overall structure Isthe®spb onsiblilty of the ulltllng designer. For genetol guidance
regordrng tobticotbn, quality control, storage, delivery, erection Intl bracing, consult QST-88 quality standard, DSO.89 Bracing SpeclBcatlon, and NIB-91 ���^'®
Handling Installing and[ Bracing Recommendation evocable loom Truss Plata ohb d torture, 593 D'OnDrive, Matrcn, WI53719. `�
Job
russ
russ Type
City
Ply
J16O2397
EL A,
VA4
VALLEY
t.
i
Avis. Wholesale, Indianapolhs, IN. 4 4. - s ct ITe In ustnes, Inc,
Wed Mar 29 1 age 1
i— 5-9-11 13.7-6
Scale = 1:41.9
6-9-11
5x5 _
3
10.00 12 ;-
3x4 11
3x411
�4
3x4 o% 3x4
3x4 11 3x4 11 3x4 11
13d-6
13-7-6
--0;0-
Plate Offsets - -
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (loc) I/defl
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.16
Vert(LL) n/a - n/a
M2O 149/104
TCDL 10,0
Lumber Increase 1.15
BC 0.10
Vert(TL) n/a - n/a
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
(Matrix)
1st LC ILL Min I/dell = 480
Weight: 451E
LUMBER BRACING
TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied
or 6-0-0 on center bracing.
OTHERS 2 X 4 SPF No.2
REACTIONS IIb/size) 1 = 110113-7-6, 5=110/13-7-6, 7=238/13-7-6, 8=283/13.7.6, 6=283113-7-6
Max Hoa 1 = 143(load case 4), 5=-143(load case 3) '
Max Upliftt=-38(load case 3). 5=-38(load case 4), 8=-158(load case 4), 6=-I 58(load case 3)
Max Gray 8=297(load case 6), 6=296(load case 7)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-108, 2-3=-149, 3-4=-149, 4-5=-108
BOT CHORD 1-8=0, 7-8=0, 6-7=0, 5-6=0
WEBS 3-7=-155, 2-8=-209, 4-6=-209
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 8O mph winds at 25 It above ground level, using 5.0 list top
chord dead load and 5.0 psf bottom
chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 241t with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M2O plates unless otherwise indicated.
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 per Table
No. 16-B, UBC-94.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3811b uplift at joint 1, 38 to
uplift at joint 5, 158 lb uplift atjoint 8 and 158 lb uplift at joint 6.
7) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.
LOAD CASES) Standard
�q
Ste.
RRED
gig
��
FV
'P
pV
A
NAL�a
MeatBNN�
March 30,2000
,&WARMND - Ve ft daodgn. pan ur ret"a and READ NOTES ON TMS AND REVERSE SIDE BEFORE B@E.
Design volld for use only with Mpek connectors, this design Is casedonlyupon parameters shown, and Is lot on Indlvksual bullding component to be �7
Installed and leaded vedkalty. APDBco Nllty of design poiamelers and proper Inccrp ffotlon of component a responsibility of avilding designer - nol truss FgC�ji
designer. Bracing shown Is tot lateral support of Intllylduol web members only. Additional tempotwy bracing to in ws, stability, during consifuctlon Is the
respondblBly cl the erector. Additional permanent bracing of the overall sbuctufe Is the re9pcns1b9l1y of One building designer. Fol general guidance
regarding fobricaticn, quality cannot storage, delivery, erecllon and bracing, consult OSUBB Oua11ty stando d. D58.89 Bracing Specl6oatlon, and NIB-91
Nondling Installing and Bracing Becommundatlonavalldble from Truss Fate Imt"ute, 583 D'Onofrso Drive. Maclean, WI53719.
o
russ ypey
yJ1602398
EL A Trus
VALLEY
1
1
Davis Wholesale, Indianapolis, IN. - s ct 1 I e n ustnes, Inc. ad arIT1 7 0 Page 1
5-7-5 l 1t-2-10 Scale = 1:34.5
5-7-5 57.5
5x5 =
3
1 0.00 12 ;\
N i %
ra 3x4 11 �
3x4 11
_\
1 X/ h
3x4 d 3x4 Q
3x4 11 3x4 11 3x4 11
11-2-to
11-2-10
Plate Offsetsi ,-0,0-0-01
,
LOADING (pst)
SPACING 2-0-0
CSI
DEFL (in) (roc) I/defl
PLATES ' GRIP
TOLL . 20.0
Plates Increase 1.15
TC 0.16
Vert(LL) n/a - n/a
M20 149/104
TCDL, 10.0
Lumber Increase 1.15
BC 0.10
Vert(TL) n/a - n/a
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
(Matrix)
1st LC LL Min /deft = 480
Weight: 35 lb
LUMBER BRACING
TOP.CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT CHORD 2 X 4 HF 165OF 1.5E SOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS 2 X 4 SPF No.2
REACTIONS (lb/size) 1=32/11-2-10, 5=33111-2-10. 7=239/11-2-10, 8=265/11-2-10, 6=265111-2-10
Max Harz 1=112(load case 4), 5=-112(load case 3)
Max Upliftl=-66(load case 3), 5=-66(load case 4), 7=-2(load case 5), 8=-159(load case 4), 6=-159(load case 3)
Max Grav 1=117(load case 4), 5=117(load case 3), 7=239(load case 1), 8=284(load case 6), 6=284(load case 7)
FORCES (16) - First Load Case Only
TOP CHORD 1-2=-66; 2-3= 151, 3-4=-151, 4-5=-66
SOT CHORD 1-8=0,7-8=0, 6-7=0, 5-6=0
WEBS 3-7=-153, 2-8=-206, 4-6=.206
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above, ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 it with exposure C ASCE
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates -unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
S) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table
No. 16-13, UBC-94.
6).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 1, 66 lb
uplift at joint.5, 2 lb uplift at joint 7, 159 lb uplift at joint 8 and 159 It, uplift at joint 6.
7) This truss has been designed for both UBC-94-and ANSI/TPI 1-1995 plating criteria.
alq
LOAD CASES) Standard D;k�
(41
re�a
s�oNAL
yiep860014�
March 30,2000
_-&WARM NG - i .,Vy daadgn Faraasetans mid READ IVGTES ON TMS ARD RB823RSO Ows DBFORS rise. �LLLmJJJ
Design voila lot use only with Mires connection. the design If based only upon Paromefeit shown, and k for an Individual building component to be
Installed and boded vertically. Applicability of design pafamelea and ptcpat Incorporation of component Is fesponsibillty of building designer -not Luse
aeognef. Bracing shown If top kslewl support of Individual web members only. Addllbnal temporary bfaoing to Nsule stability dming construction Is tire
responsibility of the eleclot. Additional permanent bracing of the.ovefall structure h the msponslblllty, of the bulWing designer. Fof genial guidance
tegafding lobficatbn, quality control, storage, delivery, eroctbn and bracing, consult QSi-Be Quality Standard, DSO.89 Bracing Spe,mcatlon, and 14I6-91 (A (I['���k®
Handling Installing and Braising BecommonCanon avalbbb eom Buss Rate Institute, 583 D'OnoLb Orlve, Madison, WI53719.
•
o
fuss
russ Type
Oty
ly
LA71EF15AVEN ECTA_
EL.A
VA6
VALLEY
1
1
J1602399
Davis -Wholesale, InUrl s Oct 7 1999 MiTekIndustries, Inc. a ar 1 : age
aau I &9-13 Scale = 1:27.1
4-444 0.a15
5x5 =
2
i
10.00 F12
CA
3
1 /t
3x4 ;'• 3x4 11 3x4 J
8-413
&9 13
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) floc)/deft
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.14
VergLL) n/a - me
N120 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.11
Veft(TL) Na - me
BCLL 0.0
Rep;Stress Incr VES
WB 0.03
Hofz(TL) 0.00 n/a
BCDL 10.0
Code UBC/IC BO
1st LC LL Min I/defl = 480
Weight: 26 Ib
LUMBER BRACING
TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6.0-0 on center purlin spacing.
BOT CHORD 2 X-4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
OTHERS 2 X 4 SPFNo:2
REACTIONS (lb/size) 1=20318-9-13, 3=204/8-9-13, 4=234/8-9-13
Max Harz 1=85(load case 4), 3=-85(load case 3)
Max Upliftl=-47(load case 5), 3=.47(load case 5), 4=-23(load case 5)
FORCES fb) - First Load Case Only
TOP CHORD 1-2=.68, 2-3=-58
BOTCHORD 1-4=0, 3-4=0
WEBS 2-4=-154
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead ]a ad, 100 mi from hurricane ace an line, on an occupancy category I. condition I enclosed building, of dimensions 45 ft by 2 4 1 t with exposure C A S C E
7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1,33, and the plate grip increase is 1.33
3). All plates are M20 plates unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 47 lb uplift at joint 3 and 23 lb uplift at joint 4.
7) This buss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria.
LOAD CASES) Standard
✓fb
0� g, RED W9
vn
�ONALF�
ybMINM�
March 30,2000
® WARMND- Vert decal parmnutesv crd ROAD NOTES ON THIS AND REVEP-W Ill DEFOIRE USE. m®
MAU
Design void lot use only with Mlles connectors, The design a based only upon parameters Mown, and h for an Individual building component to be tom{
Inslarl and boded vertically. Applicability of design parameters and proper Incorpowibn of component a responslbllty of building designer - not fuss
designer. Bracing shown Is fa blmol support of Indlvldual web memaers'only. Additional temporary bracing to Insure stability during construction Is the wo
esoonslollty of the elector. Additional permanent bracing. of the overall structure Is the responsiblllly of the building designer. For general guidance
reaarding fob loh. qualty cannot, slowge, delivery, erection and bracing, consult Qii Quality Stands . DSB.ao Bwcing Specttleallon, and NIB-91 (� ��a �®
M e
Nandling Installing and Iraclrg Iecommendallen avatbble from Huss Plate Intllfute, 583 D'Onolb DMe, Madison, WI5371a,
Job
Truss
truss type
Qty
Ply
LAKEHAVEN EL.
•
J1602400
EL A
VA7
VALLEY
1
1
Avis Wholesale, n lanapois, s ct 1 e n ustnes, nc. ed Mar 29 i age
}2,8 b5,g Scale = 1:20.4
b2-B }Z 8
3x6 =
2,
i
10.00 F12 / \\
3x4%_ 3x4
bS0
aSo
Plate U sets -U,ergel
LOADING (psf)
SPACING 2.0.0
CS]
DEFL fin) (loc) 1/deft
PLATES GRIP
TCLL 20.0
Plates Increase 1.15
TC 0.06
Vert(LL) n/a - n/a
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.19
Vart(TIJ n/a - n/a
BCLL 0.0
Rep Stress Incr YES
WB 0.00
HDrz(TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
1st LC LL Min I/dell = 480
Weight: 16 lb
LUMBER BRACING
TOP CHORD 2-X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT CHORD 2:X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
REACTIONS (lb/size) 1=224/6-5-0, 3=224/6-5-0
Max Harz 1=101(load case 1), 3=-101(load case 1)
Max Upliftl=-41fload case 5), 3=-41(load case 5)
FORCES fb) - First load Case Only
TOP CHORD 1-2=-131, 2-3=-131
BOTCHORD 1-3=0
NOTES
1) This truss has been checked for unbalanced loading conditions.
j
2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above. ground level, using 5.0 psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 it with exposure C ASCE
7-93 per UBC/ICBO If end verticals of cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated,
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 per Table No. 16-6, UBC-94.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 1 and 41 lb uplift at joint 3.
7) This truss has been designed for both UBC-94 and ANSI/TPI 1-1995-plating criteria.
LOAD CASE(S) Standard
RED
M
Ci��Seo,f
A �a
2,rd
NAL
Oil
March 30,2000
&WARMNS -Verify design parmmstar mead READ NOTES DIY THIS AIM RE1ri SIDE BEFORE USE. raid®
Design valid for use only wBh MITek connectors. Ink design k based any upon parameters shown, and is lot an Individual buluing component to be
Inslolled and baded vertically. ADPlboblltly of design parameters and proper Incorpaotbn of component is retponslbNfy of building designer - nor huts
designer. Bracing shown k far bfewl lappod of Individual web members only. Additional tempotory bracing to Insure stablllly dwing constmcflon If the
iesponsibllly of the erector. Additional permanent bracing of the overall shuclufe k the lesponslblilty of the building designer. For general guidance
regarding fabticatbn, qualify conhol, stodge, del"ry, erection and biocing, consult CST-86 Quality Standard, DSB-69 Bracing Sp fflcotion, and HIB-91 (� q �®
M i�
Handling Installing and Bracing Recommondalionovaltabb hors Truss Plate Institute. 583 D'Onaflio Dllve, Macron, W 153719. e
o -
russ
mss ype
ty
yEHAVEN EL.
J1602401
EL.A-:
VA8
VALLEY
I
1
Dawn Wholesale, In lanapohs, IN: 4b22234 u- '.s c[ 1 ek Industries, Inc. Wed Mar 2 1 :4_ Page 1
• 2-a2 4a3 Scale = 1:10.6
2-0.2 2-e-1
2,
10.00 Fl2.
i % \
i�
\\\
�/ \\ 3
I
l
I
3x4 3x4
J 0.3
40.3
Plate Offsets ,e ge
LOADING (psf)
SPACING 2-0-0
CSI
DEFL (in) (loc) I/deft
PLATES GRIP
TCLL. 20.0
Plates Increase 1.15
TC 0.02
Vert(LL) n/a - We
M20 149/104
TCDL 10.0
Lumber Increase 1.15
BC 0.05
Vert(TL) n/a - n/a
BCLL 00
Rap Stress Incr YES
WB 0.00
Horz(TL) 0.00 n/a
BCDL 10.0
Code UBC/ICBO
1st. LC LL Min I/deft = 480
Weight: 10 lb
LUMBER BRACING
TOP CHORD 2.X 4 HF-1650F 1.5E TOP CHORD Sheathed.
BOT CHORD 2X.4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied of 6-0-0 on center bracing.
REACTIONS .(lb/size) 1=128/4-0-3, 3=128/4-0-3
Max. Hou 1.=58(load case 1), 3=-58(load case 1)
• Max Upliftl =-24(load case 5), 3=-24(load case 5)
FORCES fb) - First Load Case Only
TOP CHORD 1-2 =-75, 2-3 =-75
BOTCHORD 1-3=0
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads. generated by 80, mph winds at25 ft above ground level,. using 5.0.psf top chord dead load and 5.0 psf bottom
chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I. enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE
7.93 per UBC/ICBO If: end verticals or cantilevers exist, they are exposed to wind. If porches exist, theyare not exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chordlive load nonconcurrent with any other live loads per Table No. 16-B, UBC-94.
6). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24.Ih uplift at joint 1 and 24 lb uplift at joint 3.
7) This truss has been designetl for both UBC-94 and ANSI/TPI 1-1995 plating criteria
LOAD CASES) Standard
all
RED
MIN
�ONAL�� s�
ONN�
March 30,2000
RP�P,10 • VerVy design pasaeneteec c:rd READ NOTESON TEUR XM 1@EV—FREE :ffi®E BEFORE
USG.
�iWAto
Deogn valid dal use only�With'MliekAnneClols. 7hY dery ales ndPOpel Incoapowebn`ot component k lesponsdlbllyuof bullalnO decbnmenloi Imss
installed and boded vedbalN APPlkablllly o1 tleslpn pal -
deslpnel, f rocln® shown b lot. w dial suppall of Intllvltluol web memti6ls only. Addlibnal tempolaly,blacln04o Insure stability du Ina consnocuo l k me
lesPonslblllty of 1h IQoo111Vpanit ol,aslibwlge, tlaNve V eleclbnlhO apbblacuna. c nsulstructure is®Si Be LOueltlY IBl �datC, 056 89 a .InG sperm®atlo aa9a wia 9� F'A �ii���(
av=✓�^v '�.b _P. - a o,�elne keCOmm®nddllon avallaaw tram truss Pble Instllute, 583 b OnoVb Dllve, Matlkon, W I53)19, n�/� '�`