HomeMy WebLinkAbout0659.02 Truss Plans O9/02/ZUU U9 1) Y.A.N. 1J1/ /JOJ44V aitlr 13,NV.1 ra.a. --—--'— Z.. ,a.
REPAIR DRAWING FOR LEXINGTON & MERIDIAN FOR "J1" FLOOR TRUSSES
1-1/2" SHORT OF REACHING BEAM. 6" LONG #8 OR LARGER
WOOD SCREWS WITH ONE
T_N„ ___,..."_____A 1/2" ON EACH SIDE OF
7/8" OSB GAP EACH TRUSS
FLOOR K TRUSS
DECK
"J1" TRUSS
/ l/ / 7/ 7.4 - / / // / / / / f// /
A
...40001111111111111111111PP- 1 TIT irl IE i EjiiiiiIiipl
, A A
2-PLY 1-3/4" X DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3" 0/C.
REQUIREMENTS. SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C_
REPAIR DRAWING FOR LOCKERBIE FOR "Z" FLOOR TRUSSES
1- 1/2" SHORT OF REACHING BEAM.
6" LONG #8 OR LARGER
WOOD SCREWS WITH ONE
7/8" OSB —_0„,- _go— 1 1/2"
oN EACH SIDE OF
FLOOR "AA" TRUSS GAP EACH TRUSS
DECK �.��«<itiii////,
..Z., TRUSS •�``cGP�''.�:.�!��;'�.
\\
/ / / / / l / /I/ / / / / 77 / / / / / / / / / No =Z '
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l--I/2" + 1/2' �" s'-tiolaNN ='���'
o S/pNAL ;
AUG 0 4 2003
. -----/
2-PLY 1-3/4 X j DOUBLE 2X6 LEDGER
1st NAILED TO LVL
13-i/2" LVL BEAM NAILED PER W/ (2) ROWS OF lOd
MANUFACTURER NAILS 3" 0/C_
REQUIREMENTS. SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C.
aulLiWe MODE, PwwttT
DAVIDSON RYLAND HOMES BUILDING #7 CARMEL CITY CENTER
;' 0 _ n LUMBER CO. �'''a I°wE FILE`
?CIS, I 08/04/03 I M:\rods\RYL ND\CRWLCfl \REPAIRS __ ,
09/02/2003 09:13 FAX 13177383440 DAVIDSON IND 4 RYLAND IQJOOY
REPAIR DRAWING FOR LEXINGTON & MERIDIAN FOR "J1" FLOOR TRUSSES
1-1/2" SHORT OF REACHING BEAM. 6" LONG #8 OR LARGER
WOOD SCREWS WITH ONE
1 1/2" ON EACH SIDE OF
7/8" OSB —� GAP EACH TRUSS
FLOOR K TRUSS
DEC K
"JI" TRUSS
/ / / 177 /.11 / / / / Z / I/'/ /
.IA l i/2„ + 1/2"
I !
ii.A
2—PLY 1-3/4" X DOUBLE 2X6 LEDGER
13-1/2" LVL, BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3" 0/C.
REQUIREMENTS_ SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF l0d NAILS 3" 0/C_
REPAIR DRAWING FOR LOCKERBIE FOR "Z" FLOOR TRUSSES
1- 1/2" SHORT OF REACHING BEAM.
6" LONG #S OR LARGER
1 1/2" WOOD SCREWS WITH ONE
7/8" _� ,�_OSB GAP ON EACH SIDE of
FLOOR "AA" TRUSS EACH TRUSS
DECK +0► ►►►6►t f•,,,,,
'"Z" TRUSS Q \ L. HF ,,,tiy ,\-
Q5P� ITFR
' ,
7 / / / / / 7 /-77Xl 7 / / 7 / 7 / 7 (4e
- No. _--
Z "
609r04 _
_
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.,,' OA/AL---- AUG 0 4 2003
2—PLY 1-3/4" X j DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF IOd
MANUFACTURER NAILS 3" O/C_
REQUIREMENTS. SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C.
DUI MOM. Pworta
o DAVIDSON RYLAND HOMES BUILDING #7 CARMEL CITY CENTER
_ 0, LUMBER CO. T.S. In08/04/03I MARAIS\RYLAND\CRI4LCITY\RRPALRS _ ,
Plyk
RYLANO MERIDIAN-C VLT OPT ----
Job Truss Truss.T YPe
RYDLG70 EJ JACK 7 1
___- _ (optional)
Davidson Lumbet Co.,Franklin IN 46131 5.000 s Jul 23 2002 MiTek Industries,Inc Thu Dec 26 10 39 12 2002 page 1
) -1-0-4 { 6-0-0 -- {
1-0-4 6-0-0 C
Scale=125
A.
10.00 12
3 ,j,lIL
:„/
i 000 mil
co. 3 ,rJArLs 0
4x6 II
6-0-0 {
6-0-0
Plate Offsets(X,Y): IE:0-4-8,0-2-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP
TCLL 20.0 Plates Increase 1 15 TC 0.34 Vert(LL) 0.10 D-E >675 TL20 245/193
TCOL 8.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.11 D-E >632
BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 C n/a
BCOL 5.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:24 lb
LUMBER 7)If the negative reactions shown on the"Max Uplift"line of the
TOP CHORD 2 X 4 SYP No.1 "REACTIONS"section of this drawing are for load cases 4,5,6
BOT CHORD 2 X 4 SYP No.1 ,7,or 8 then they are the result of wind load cases and the
WEBS 2 X 6 SYP No.1 Provide mechanical connection.."to"..withstand XXX lb
uplift."note in the"NOTES"section of this drawing may be
BRACING disregarded where a check of the building code roof tie-down
TOP CHORD section does not result in the requirement of roof ties.
Sheathed or 6-0-0 oc purlins, except end verticals
SOT CHORD LOAD CASE(S)
Rigid ceiling directly applied or 10-0-0 oc bracing. Standard
REACTIONS (lb/size) `tt1tlt111111111,r///
E = 320/0-3-8 `,\` N L. N� zi,
C = 141/0-3-8 `,`�VQ .,.. //1/s',,
Max Horz 93ro 3-g -; 0 ..P�GISTF9�.. �':
E = 280(load case 8) •...
Max Uplift No. Z
E = 55(load case 7) = 609104 19
C = -197(load case 8)
D = -28(Ioad case 8)
STAT OF
Max Gray �� E —
E = 320(load case 1) .(� /�
C = 168(load case 3) :,<` ' COIAN P,..• ' �'�
D = 100(load case 3) '', S/ N (j� •\`
'% ANAL
FORCES (lb)-First Load Case Only /I
TOP CHORD 9,'.- �� III t�y1tt�B-E = -244 A-B = 45T _—-----
B-C = 70
SOT CHORD D-E = 0 AUG 0 4 2003 PROBLEM: Metal truss plate is
NOTES (7) missing or damaged on one or both sides
1)Wind:ASCE 7-98 per UBC97/ANSI95;90mph;h=32ft; of the truss at joint B . W e.( �
q t s .r.; N 6Sr �1
TCDL=4.7psf;BCDL=3.0psf;occupancy category II;exposure C; J �1
enclosed;MWFRS gable end zone and C-C exterior zone;cantilever REPAIR: Apply one S " long by I Z"
left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.33.This truss is designed for C-C for tall gusset of Ji"APA rated CDX
members and forces,and for MWFRS for reactions specified. Plywood or OSB to o►,e. side of joint
2)Design load is based on 20.0 psf specified roof snow load. Qy
3)Unbalanced snow loads have been considered for this design. a as shown.
4)As requested,plates have not been designed to provide for
placement tolerances or rough handling and erection conditions. It Nail the gusset with
is the responsibility of the fabricator to increase plate sizes to
account for these factors. 10d common nails. Use the number of
5)Provide mechanical connection(by others)of truss to bearing
plate capable of withstanding 55 lb uplift at joint E,197 lb uplift at nails shown in each t ev ss km d eal ber,
joint C and 28 lb uplift at joint D.
6)Beveled plate or shim required to provide full bearing surface with
tniss chord at joint(s)C.
09/02/20`.,3 09: 13 FAX 13177383440 DAVIDSON IND -4 RYLA,;; [ 002
REPAIR DRAWING FOR LEXINGTON & MERIDIAN FOR "J1" FLOOR TRUSSES '
-1 2" SHORT OF REACHING BEAM. 6" LONG #8 OR LARGER
p 1 WOOD SCREWS WITH ONE
^�1 .T-1 1/2" ON EACH SIDE OF
7/8" OSB GAP EACH TRUSS
FLOOR K TRUSS
DECK
"J1" TRUSS
/ 1 / / / ram/ / r/ Z / 1T1 /
1
Jj 1/2„
I I �
2-PLY 1-3/4" X DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3 0/C.
REQUIREMENTS- SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C-
REPAIR DRAWING FOR LOCKERBIE FOR "Z" FLOOR TRUSSES
1- 1/2" SHORT OF' REACHING BEAM.
6" LONG #8 OR LARGER
1 1/2„ WOOD SCREWS WITH ONE
�� �_
7/8" OSB GAP ON EACH SIDE OF
FLOOR "AA" TRUSS EACH TRUSS
DECK o,ti,i,i l i,,,,,,
"Z„ TRUSS .,N''QN L HF /4',
/ / / / / / l/� / / 11— / f / 7
1 / / / / _ - No. -
_ &j910419
r -_%',, STATE OF
:•a
- \ -172" + 1/2" ,c,'''''/./r)I A
V -"1.1114 \'''',-;"°. N.A.-L. ‘0,0.'''
AUG 0 4 2003
2-PLY 1-3/4" X i DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3" 0/C_
REQUIREMENTS. SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C,
QUICDIX - IOD@. Malta
o DAVIDSON RYLAND HOMES BUILDING #7 CARMEL CITY CENTER
❑, LUMBER CO. °"'E FILM
N-T,S. I 08/04/D3 i I1:\JOBS\RYLAND\CRMLCITY\REPAIRS _-
O9/U'L/ZUUS ua: t0 ry.i iol, __
REPAIR DRAWING FOR LEXINGTON &c MERIDIAN r`OHZ `1_ r,; OOR TRUSSES
1-1/2" SHORT OF REACHING BEAM. 6" LONG #8 OR LARGER
WOOD SCREWS WITH ONE
- —
1 1/2" ON EACH SIDE OF
7/8" OSB GAP EACH TRUSS
FLOOR "K" TRUSS
DEC K
"d1" TRUSS
l / _ 1 f/ / /
I
�•-- 1/ LJA 1--i/2"" + 1/2"
,
� + 1 r 1
_.%
/\
1
2-PLY 1-3/4" X DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3" O/C-
REQUIREMENTS- SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C_
REPAIR DRAWING FOR LOCKERBIE FOR "Z" FLOOR TRUSSES
1- 1/2" SHORT OF REACHING BEAM.
6" LONG #8 OR LARGER
WOOD SCREWS WITH ONE
7/8" OSB -,._ --nom_ 1 GAP" ON EACH SIDE OF
FLOOR "AA" TRUSS EACH TRUSS
DECK 0,,,iiittrui,r,i'Z., TRUSS .�N'�QN L. HF ''/.
'0-� -usT R sue'',
/ / / / / r// ,l/ / // 77 SUSS / /- / / _ No.
609I041g =
: :. STATE OF __2 _
,�
I-•-1/2" + 1/2' A �;•"SiAN;' -/4C/;'
y —Not
AUG 0 4 20U
2-PLY 1-3/4" X DOUBLE 2X6 LEDGER
13-1/2" LVL BEAM 1st NAILED TO LVL
NAILED PER W/ (2) ROWS OF 10d
MANUFACTURER NAILS 3" O/C_
REQUIREMENTS. SECOND 2X6 NAILED TO
FIRST 2X6 W/ (3) ROWS
OF 10d NAILS 3" 0/C.
Dui rta - .*OM Pwuocr
o DAVIDSON RYLAND HOMES BUILDING #7 CARMEL CITY CENTER
_ 0, LUMBER CO. N T S 1 08/04/03 f 11 AJOBS\RYL►ND\CRHLC[TY\REPAIRS
1 -
job Truss Truss Type Oty Ply RYLAND MERIDIAN VAULT OPTION
RYMDL109 D7 SCISSORS 8 1
Job Reference o.tional
Davidson Lumber Co.,Franklin IN 46131 5.100 s May 30 2003 MiTek Industries,Inc. Sat Aug 16 08:22:27 2003 Page 1
-0-8-14 39-3-4
1 -4 8-0 15 12-3-4 19-0-0 25-8-12 29-11-1 38-0-0 38 8 1
`� j I 1 ' ) r Scale=1.77 7
0-6-6 8-0-15 4-2-5 6-8-12 5x6= 6-8-12 4-2-5 8-0-15 0-8-14
0-8-14 7.00112 E 0-6-6
5x8 \'j 5x8
D - F
W5 W5
A,
u 2x4 /W4/ �\ \V7 2x4/i
.� j i G
j / ��/// :/ M
7
4x6! , / 2x4 II 7x8 = 2 I I \ 4x6 �_
j W2 \11 w5 W2 H
A B __i N g L• ` cO
I
�Jj �, 0 4x6 4 00 12 1-4 1 4x6 K -,1
V 13-1 _ 5x10 \
2x4 II 2x4 II
P
2x4= J
3x4 I I 3x4 II
I2x4— 22-10-0 I
-018-114 8-0-15 1 12-3-4 ) 19-0-0 r 25-8-12 1 29 11 1 1 38 0 0 38{8�14
0-8-14 8-0-15 4-2-5 6-8-12 6-8-12 4-2-5 8-0-15 0-8-14
Plate Offsets(X,Y): [B:0-2-14.0-2-0],[D:0-4-0,0-3-41,IF:0-4-0,0-3-4],[H:0-2-14,0-2-01.[L:0-3-0,Edge1
LOADING(psf) SPACING 2-0-0 —1 CSI I DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.15 TC 0.62 I Vert(LL) -0.45 M-0 >999 360 TL20 245/193
TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.65 M-0 >692 180
BCLL 10.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.36 J n/a n/a
BCDL 5.0 , Code UBC97/ANSI95 (Matrix) Weight:270 lb
LUMBER 4)Bearing at joint(s)P,J considers parallel to grain value using
TOP CHORD 2 X 4 SYP No.1 ANSI/TPI 1-1995 angle to grain formula. Building designer should
BOT CHORD 2 X 4 SYP No.1 verify capacity of bearing surface.
WEBS 2 X 4 SYP No.2 'Except' 5)Provide mechanical connection(by others)of truss to bearing •"
W1 2 X 4 SYP No.3,W1 2 X 4 SYP No.3 plate capable of withstanding 478 lb uplift at joint P and 478 lb
W3 2 X 4 SYP No.3.W3 2 X 4 SYP No.3 uplift at joint J.
W8 2 X 4 SYP No.3,W6 2 X 4 SYP No.3 6)If the negative reactions shown on the"Max Uplift"line of the
"REACTIONS"section of this drawing are for load cases 4,5,6
BRACING ,7,or 8 then they are the result of wind load cases and the
TOP CHORD "Provide mechanical connection.."to"..withstand XXX lb
Sheathed or 3-6-5 oc purlins, except end verticals. uplift.."note in the"NOTES"section of this drawing may be
BOT CHORD disregarded where a check of the building code roof tie-down
Rigid ceiling directly applied or 9-9A oc bracing. Except: section does not result in the requirement of roof ties.
2 Rows at 1/3 pts M-P 7)All continuous lateral braces must be restrained to prevent
lateral movement of the brace if all braced members buckle in
REACTIONS (lb/size) the same direction.See HIB-91 summary sheet and building '0111 111 f f f 11,1
P = 1701/0-3-8 designer requirements. %‘ //
J = 1701/0-3-8 8)The portion of the filler to the left of web W6 to be field �S%!el L. �F/A.2�//
Max Horz removed.B.C.braces called for in the filler area need not be • �v ...............
",ST • � SAA/�/,i�
P = -472(Ioad case 5) applied in the areas where the filler is removed and a rigid `. '�IGG FA•�''..,'f �'
Max Uplift ceiling is directly applied. -0:• Q �0 •'•.9Z S.
P = 478(load case 7) No.
J = -478(load case 8) LOAD CASE(S) _
Standard 60910419 —
FORCES (lb)-First Load Case Only — •
TOP CHORD STATE OF
A-B = 40 B-C = -3126 i '•.. • `
C-D = -2942 D-E = -2746
E-F = -2746 F-G = -2942 ��i��s''NOIANP;•G ``�
G-H = -3125 H-I = 40 �'i/,,`S/OIVAL \`�
B-P = -1633 H-J = -1633 //711
�\
BOT CHORD
O-P = 175 N-0 = 2679
M-N = 2751 L-M = 2751 AUG 15 203
K-L = 2679 J-K = 175
WEBS
E-M = 2279 C-O = -276
D-0 = -165 D-M = -290
F-M = -290 F-K = -165
G-K = -276 B-O = 2499
H-K = 2499
NOTES (6-8)
1)Wind:ASCE 7-98;90mph;h=32ft;TCDL=4.7psf;BCDL=3.Opsf;
Category II;Exp C;endosed:MWFRS gable end zone and C-C
exterior zone;cantilever left and right exposed;end vertical left and
right exposed;Lumber DOL=1.60 plate grip DOL=1.60.This truss is
designed for C-C for members and forces.and for MWFRS for
reactions specified.
2)Design load is based on 20.0 psf specified roof snow load.
3)Unbalanced snow loads have been considered for this design.
09/03/2003 09:11 FAX 13177383440 DAVIDSON IND 41003
1Nv ---... ..-- 1PIGGYBACK
truss Type - .- Oty �-_ 1 $It1AKCITLY TRYMpLG70 '•
t t 1 ;SCISSOR t t
_. _.��.. 1 ....- aJOtr N!1*t4nv=e(nf?tl^nauL--•---.__.. --- ---•
DavM-.on Camber Co.,Franklin 1N 48131 5.100 s May 30 2003 MiTek Industeles,mc. Fri Aug 2!15.53.37 2003 Page 1
11011 7-4-2 } 13-9-11 19.1.12 24-2.5 30-2-7 1 38-0-0 319-11
14
1-0.4 7-4-2 6-5-10 5-4-1 5.0-9 6-0-2 7-9-10 1-0.4
� �A it.$ C ff co-t O 0• Sai1c'1 69.
� �Att.S ER
Gal:. glt.5
6.GOl 1? 2x4 II 6x7= e.A-c of if)�)
0 E P (2, l/✓A 5
r,-
sxe s• ry?.-'-' w4 We/7 .! 5xe
i.
%. 1-• Al -•-ITr . - __ .. , 1__ 4,4 fl 10xt4 TL18= .--....tit.1 1= o
5x6. R O P o 2x4 I N 5i1Q,_.
2x4 II 14-5=10= 2.4II 350112
i_____ 7-4-2 ) 13.9-11 ..i._•. 19.1.12 1 21.2.5 30.0.0 38.0.0
7-4-2 0-5.10 5.4.1 5.0.9 54.11 ti-0.0
P OMs.as tX.vk Ii:01.11,Sdyu(,tC 0 4•$r?:!l,lC;0 a-D,0 3'9.h 0-4.,!,0-a 41 to c3-0Eea?1_.. _-.._.......---.. .
LOADING(p:f) SPACING P.0-O CSI DEPL in (10C) Udell Lid PLATES GIMP
TCLL 20.0 Plates Increase 1.15 TC 0 77 Vcn(t t) -0.77 N >591 360 TL20 245/193
TC01 8.0 Lumber IncrCa've 1.15 BC 0.93 Ven11L) -1.11 N "408 180 Tl 18 244/192
BCLL to 0 flap Stress set YES WR 0 93 Nora(TL) 0.46 I nra Na
RCDL 5.0 Code UBC9/ANSl95 (Matrix) Weight'232 Si
LUMBER - - NOTES (9-10)
- -- - ....._.._-
TOP CHORD 2 X 4 SYP No.1 t)Wund:ASCE 7-98.90nip11:h=3211;TCOL=4.7pr1:
SOT CHORD 2 X 4 SYP No.1 'Except' BCOL=3.Opsf;Category It txp C;enclosed:MWFRS gable end `111j 11111/lrrr
BS 2 X 6$VP 2250E t.gE ri SYP N0.1 cone and C-C end veN�left and ngl.xtenor tCapu d�LuCr mbrr DOL and�80 plate ht exposed
0^p `..S.-_Q�.�.,.�</A.',,�,
WEBS 2 X 4 SYP No.3 'Except" DOL_1.60.Ms truss to designed lot C-C for members and bite= .` C3 ••GIST V * t
W?2 X 4 5YP No 2,W3 2 X 4 SYP N0.2 and for MWFR$roe rcaplpns spec/lea. • O :.. E'9F•-•
W4 2 X 4 SYP No 2,WB 2 X 4 SYP No.? 2)Design load is bared on 20.0 pot,pecitit d root snow toad ` -3 . 0--.-•-fa
3)Unbalanced snow loads have been Considered for this deragn.
.No, Z
BRACING 4)Provide adequate dramagc to preCCnt water pondlnp.
TOP CHORD 5)Alt plates ate TL20 plates unless Utherwi'.Y indicated, GOP 104�9 t _
Sneathed or 1.11.10 oc punins.except 6)Boating at torn/(s)I conslOers parallel to grain value using C
2-0-0 oe pur4inr 3 t3. 2 max.).D.F. ANSI/TPI 1-1995 angk to grain formula Bud kding designer snoo = S r. - �F
S ry OT CHORD venN capaC of belong so dace. s. 0`•. Z.4
Rigid cushy carnet.applied or 5.9-3 oc bracing. 7)Prwide mechanical connection(by ohm)nt miss to bearing 1; '/•UI AN N - f '
WEBS -- •••
Orate capable of w.thtlandnq 431 Si1b uplift at)oim 0 and 42910 � S ..,, \ ��
1 Rowel rrndrr G-L uplift at joint I '''� S/ONA 'IC' ,••
rirACTrONS (16/size) 6)in4icateq^fastened to true&IC w/2--10c1 nn)puffin:al«!paring '',e�et en l I I I1111111
6 1738r0-38 9)It the regat.ve Fraction:shown on the'Max uppn•One of ire � r
f 175d0-3.6 'REACTIONS'tertian of tint drawing are for lead antis 4,5 6
Max Non ,or 7 then they are tie result or wind load case:and the
B = -1511load case II) 'Provide mechanical connection..'to'..withstand XXX lb
Max Uplift uplift note in the'NOTES'sectionof this drawing may be AUG 2 9 2003
B 431(1(10d Case 7) disregarded where o check of the butldnq code roof tie-down
I = -429(lo5d case 8) section does not resod In We requirement of roof tut
Max Bray 10)All centimetre lateral braces MMtyst be restrained to prevent
B _ 1784(lead case 2) Iateial movernem 01 the brat brate if rill braced members bookie in
1 = 1775(1080 case 3) the saute dtteci on.See H113-91 summary sheaf and building
designer requirements
FORCES (1b)-Fest Load Case Only
TOP CHORD LOAD CASES) PROBLEM: Metal truss plate is
A-B = 25 B-C = -3132 Standard 1
C-0 - -2:.2� D E _ -3981 missing or damaged on one or both sides
a-a = -3686 F-C- t- -3949 /
G-N - 0730 H 1 - •61119 of the truss at joint G -
POT CMORRD 27 REPAIR: Apply one 17.- '• long by 12"
p•0 = 272 0-P = 17 tall gusset of 7/16"APA rated OSR to
N-O - 0 N-0 = 216 each side of joint E as shown. Nail
E.-to _ -362 L-M - 3370
K L = F.772 I-K = 6351 the gussets with 10d common nails
WEBS
C•R = 245 C-P -629 driven through both gussets and
O'p = -402 M-P = 2386
OM = igen r.M : .17 clinched on the other side with half from
r•t = 1102 G•L = -2496 each side. Use the number of nails
G-K 1849 N•K = •63
shown in each truss member.
_1
r.0
y)),07yi\,(-O
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FAX 19177�8�440 VAV 1u0v,. i411. g►uuz
TNss 101y 1 Pty rAND ME A l0lAN-C LILT OPT
Truss Type
HYM()LG70 F2
PIGGYBACK SCISSOR )3nb H910rence(Sj,pl oriel)
Davidson Cumber Co,Fri—main.IN 46131 _. -..
_ 5.100 s May 30 2003 MiTek Industries,Inc. Fri Avg 29 lai9/:37 2003 rape 1
I1 0.(1 6.10.13
12 O.3 17 1.10 20-10•0...._ ._.....2.5'11.13 i 31113 t 38-0 0 3f9 0 11
1 0-4 0-10-13 s-I-i 5-1.7 3.8-12 5.1.7 5-1.7 6-10.13 1-0-4
2,,% CA-GO Scale
Nf1)1.5
of f A1,4- n
l SA- /`�,5 S IN G 02 D/4-^')R free eat r is
Ai t/Vl e 6.00l 12
r • 11.11111111.144-
I vxfl �4ar.r y�ir
r.r..•.._ A
6,2_e ...) z� 7.0= S%e
Adi
W EQ 0 f. '`-.
Anle
•
Im'--__ 8x1 - -
TT::•'' ' t i 1R _ca T
2 2x4 Y
_ 9w4 II
-r) B2__.� _= ).b
a r."..-T-too 3 50{17. All --
500•.: ?.4 II 2x4 II 2m) 11 5x10
Ear' ttnE .(A/
./.....Th
/41 r1 EPIC.rg 5
I.
9 6 8 17-1-10 19.0.0 0.10• 28-6-8 -.�.._.. -
9.5.8 7•8.2 1.10.6 3-10-8 7.8-2 9.5.8
Pia, • 5•t5 X - ::a•4.1,.,.14 •.r-4 8-41,1G.Q•4-0•,0.3-4].D0-4-0• ,Q_14J,!L0-8-0.0.5-8uL5_0_2_ , __ __ _ _ ._...... ..
LOADING(pet) SPACING 3.0-0 CS' DEFL in {Inc) vdctt lid •LA ES GRIP
TCLL 70 0 Plates Increase 1.15 TC 0 R? Ven(LL) -0.93 K•L ,484 300 I L^0 '•5/193
1COL 8.0 Lu,nbrn Increase 1.15 BC 0.60 Ven(TL) •1.34 ICI. >337 180
ACLL 100 Rep Suess Inc. YES wl1 095 Hoa(TL) 095 I n/a nh
BCDL 5.0 CodC U6C971ANS795 (Matrix) Wcgh
L�Q� 5)Dc3n419 at p,n1(3)13.1 cdn61der6 pwlaeat 10 grain value using ill
CHORD 2 X 4 SYP No 1 AN51/TPI 1-1995 angle to germ fonnuIn 19ud>t ,ng designer should
SOT CHORD 2 X 6 SYP 2250F 1 BE 'Except' verity capacity of bearing Suite*.
82 2 X 4 SIP Nn.? 8)Provide mechanical connection(by otners)o1 buss 10 bearing
WEBS 2 X 4 SYP No 3 'Except' plate capable of withstanding 471 lb.rp1At at joint A and 47310
WS 2 X 4$YP No 2,uv3 2 X 4 SYP No 2 uplift al joint I
7)Design as:lime.-44G(flat orientation)pVrlhs 31 oc spacing '
BRACING tndlcaled.laetened to truss TC v.,/2.10d nails
TOP CHORD o)II the negative reaction Shown on the-Max Uplift'line of the
Sne3lhed 01 1-11.6 oc pulling.LxdtpI 'REACTIONS'section dI this drawing are for Toad cases 4.5,6
2.0.0 oc purtins(2-5-1e max.):t•F ,'t,or 8 then they are Itlr rr(oll of wind load cases and the
SOT CHORD 'Provide mechanical connection.."to"..withstand XXX lb
Rigid ceiling directly applied or B-39 oc brncrnp Except uplift "net;in the'NOTES-section of this drawing may be
1 Row al midpl L-M disregarded where 3 check of the building code roof 11840vvn
suction does not result in Me requirement of rool ties
REACTIONS (lbreice) 9)All Continuo.;lateral bracts must be restrained 10 prevent
9 = 1687/43-8 lateral movement of the brace it all br3r:cd members buckle In
I icaita38 the:--tmc mredion See H16-91 summary suet and buildng
Max Mori des,gne,requirements.
D = .183(loadcase 8)
Max Uplift LOADCASE($) PROBLEM: Metal truss plate is
B = -473poad case 7) Standard
I - •473(ioadca6e a) missing or damaged on one or both sides
FORCES Ilb)-First Load Case O ry +```„tltllllrr►rrrr/' a
TOP CItORD `\s����1., NE/^,Si,� of the truss at joints 14E-A/5d kle
A-B _ 27 0-C - •074G � c'J •" GISTR'''.Y '1-7'i, 6--L- r s C.�+e-k eeQ •-f- i+-Si ►i.4"d-
C-0 = -8727 p.e a -7818 -
E-F - -5105 F-G - -4616 O,-' `� �� '' 9- -- /o e:•,+.
G.H = -8297 H•I - -674G NC),
PO CHORD z' - 60910419 = • REPAIR: Apply one ' 6" long by+ "
0•M = 6212 L-M _ 5399 d tall gusset of 3/4"APA rated C'D�{
K-L - 5399 I K - 6212 = STATE OF
WFRS . Plywood or OSF3 to each side of joints e- F
C-M - •364 D•M c 715 '--./V j A 4 .•''
o•L = -1045 C-L - 20(:U -•, ,SS--•.......•• k9, `.� �-. as shown with face grain
G-K : 2050 H tic = -3645 /1/,zzuO tttls� `i`
NAB ho.-; o-�a I - Nail the gussets with
NOTES (8-9) Y....."'4"--
1 ` 10d common nails- Use the number of
1)wind.ASCE 7-98:90ntplc h•321i,TCOL-4 7pcf:8COLa3,0psI; AUGnails shown in each side of each truss
Category II,EPA C,enclosedMWFBS gable end zone;Intl C-C U 9 33
exterior tone.cantilever left and night exposed,end ventral Iett and member. 5'ha3 e.- •tA;Ls, A o .‘,ot
Agm expoeed:Lumber DOL-7 60 prate grip DOL-1 CO.This truss•s ,
designed for C-C for members end torsos,and 101 MWFRS for 5(o I if- iN O.0.1.
IC8Qtorr3 specified
2)De:.en toad rr,based on 200 pst 6p800e0 root snow Toad.
3)UtlbalarrCed snow bads hive been con2'dcred for 1h16 des.gn
4)Provide adequate drainage to prevent water pending
V
M. a ./ rsd 1. . f f JOJ' •^-rue TOIL
JoL 'Truss --- JTrud,: rK -- -
-- -',
QtY IY IRYLA •.'MIL �_t
RYML EJ JACK 7
I ' I(OPtional) _
Davldsor srCo Fri r dir,IN 46131 - - - - "- !;OW 5 Jul 23 200=MTrk Inc islr., -- 702—Pa1;,. I
I F_ ___4-). .. .. —_. --0-0---- .------I
---I
1 O a
G-0-0 C
` Scala=1:25.:
Zr/://./7
j J
/
10.00 fir �� f
'''
1010G510
i llrl V )
69
3 ,<JA( -5
axe II
1-- fi_0-0
6-0-0
Plate Offses(X,v): fE:0.4-8,0.240J - -• _--- -- _..
TCLL LOADING(2USO SPACING l,.a-0 CSI DEFL, in (loc) I/peen PLAT GRIP
Plates increase 1.15 TC 0.34 Verl{LL) 0 t0 D-E 5.875 TL20 245/193
TCDL 8.0 Lumber Increase 1 15 BC 0.29 vertCi'L) -0.11 D-E .632
6CLL 10,0 Rep Stress Inc( YES WB 0.00 Horz(TL) .005 C nla
BCOL 5.0 Code UBC97/ANSI9!i (Matrix) I st LC LL Min I/dell=3tio Weight:24 IL)
LUMBER 7)If the negative reactions shown on the"Max Upl(C line of the
TOP CHORD 2 X 4 SYP No 1 'REACTIONS'section of this drawing are for load cases 4,5.6
BOT CHORD 2 X 4 SYP No.1 -7.9r 4 then they are the result of wind load cases and Ulu
WEBS 2 X 8 SYP No.1 -Provide mechanical connection..'to' ,withstand XXX lb
uplift.'note in the'NOTES'section of this arawing may be
BRACING dr;rtigarded where a check of the building code roof tic-down
TOP CHORD section does not result in the requirement of roof ties
Snealred or 8-0 0 of purlins. except end verticals
BOT CHORD LOAD CASE(5)
Rigid ceiling directly applied or 10.0-0 or.bracing. Standard
REACTIONS (lb/size) 1t�11ttttrrri
E = 320.+0.3•B `�%�1 Q L. H�//I_,,i�
C 141 M-3-8 4 •I,
D ' = 93/0-3-8 `�. S ��
Max Hoe., =� t� PrGGISTER 'h %
E = 200(load case 8) F0 -.. 7
Max Uplift No Z _
E = -55(load case 7) = _
C = .197(Irnad case 8) �9)t7q 19 -
D = -25(Ioad case 6) - _
Max Gray STATE
E -• 320(Ioad case 1) 't. OF
C -• 108(load case J) tie/A;,1 P .-
D _ 100(load case 3) �4j tI/Oti......�\1,�\``�'�`
FORCES (Ib)-First Load Case Only ri//r rrALltlttttt�` `
TOP CHORD
B-E . .244 A-B = 45 —
13-C = 70
BOT CHORD
o-E = o AUG 0 4 1003 PROBLEM: Metal truss plate is
NOTES (7) 52missing or damaged on one or both sides
f)Wind:ASCE 7-98 per UBC97/ANSI95;90rnp11;h=321t, of the truss at joint B - Wee( t s�, rs
TCDL=4.ipsf;BCOL=3.Opsr,occup;ancycategory II.exposure C: 9e S r1',
cnclosed;MWFR2 gable end zone and C-C exterior zone;cantilever REPAIR: Apply one " long by 1 2-"
led Ana right exposed;end vertical loft and right exposcd;Lumber
DOL=IAA plate grip DOL=1.33.This,buss is designed for C-C for Call gusset of Ji, A PA rated CDX
members.:,rid faces-and for MWFRS fur reactions specified.
2)Cosign load is based on 20.0 ps f specified roof snow load. Plywood or OSB 10 oke. SICK of joint
3)Unbalanced snow loads have gccn considered for this design. [ as showy.
4)As requested.plates nave not been designed to pravige for
placement tolerances or rough handling and ricction conditions, It Nail the gusset with
is the responsibility of the Fabricator to Increase Plate sizes to
.croi.mt for these factors. 10d common nails. Use the number of
5)Provide mechanical connection(by others)of truss:to bearing
plate ta ifrofwi!h51,3ndlnr�551bupliRatlt7intE 197lb uplift att nails shown in each +re'SS a' e"6E-
p.
js!nt C and L8 eft..1 iainl 1
B E:-v.•1Cd;.t., r, yr '•.4 14 5 .?e;hJtl' -ter.' ,viols.:. .kM,;l
BUILDING PLANNING 404 m A/0 S /A/ "� /� A�� R319.2-R321.2.2
baseboards and handrails; to doors and windows or their SECTION R321
frames;or to materials that are less than 1/28 inch(0.907 mm) DWELLING UNIT SEPARATION
in thickness cemented to the surface of walls or ceilings if
these materials have a flame-spread characteristic no greater R321.1 Two-family dwellings.Dwelling units in two-family
than paper of this thickness cemented to a noncombustible dwellings shall be separated from each other by wall and/or
backing. floor assemblies of not less than 1-hour fire-resistive rating
when tested in accordance with ASTM E 119.Fire-resistance-
R319.2 Smoke-developed index. Wall and ceiling finishes rated floor-ceiling and wall assemblies shall extend to and be
tight against the exterior wall,and wall assemblies shall extend
shall have a smoke-developed index of not greater than 450.
to the underside of the roof sheathing.
R319.3 Testing. Tests shall be made in accordance with Exception:A fire resistance rating of 1/2 hour shall be per-
ASTM E 84. mitted in buildings equipped throughout with an automatic
sprinkler system installed in accordance with NFPA 13.
R321.1.1 Supporting construction.When floor assemblies
are required to be fire-resistance-rated by Section R321.1,
SECTION R320 the supporting construction of such assemblies shall have an
INSULATION equal or greater fire-resistive rating.
R321.2 Townhouses. Each townhouse shall be considered a
R320.1 Insulation. Insulation materials, including facings, separate building and shall be separated by fire-resistance-
such asvapor barriers or breather papers installed within floor- rated wall assemblies meeting the requirements of Section
ceiling assemblies, roof-ceiling assemblies, wall assemblies, R302 for exterior walls.
crawl spaces and attics shall have a flame-spread index not to
exceed 25 with an accompanying smoke-developed index not Exception: A common 2-hour fire-resistance-rated wall is
to exceed 450 when tested in accordance with ASTM E 84. permitted for townhouses if such walls do not contain
plumbing or mechanical equipment, ducts or vents in the
Exceptions: cavity of the common wall.Electrical installations shall be
1. When such materials are installed in concealed spaces, installed in accordance with Chapters 33 through 42.Pene-
the flame-spread and smoke-developed limitations do trations of electrical outlet boxes shall be in accordance with
not apply to the facings, provided that the facing is Section R321.3.
installed in substantial contact with the unexposed sur- R321.2.1 Continuity. The common wall for townhouses
face of the ceiling,floor or wall finish. shall be continuous from the foundation to the underside of
2. Cellulose loose-fill insulation, which is not spray the roof sheathing, deck or slab and shall extend the full
applied, complying with the requirements of Section length of the common wall.
R320.3, shall only be required to meet the smoke- R321.2.2 Parapets. Parapets constructed in accordance
developed index of not more than 450. with Section R321.2.3 shall be provided for townhouses as
R320.2 Loose-fill insulation. Loose-fill insulation materials an extension of common exterior or walls in accordance with
that cannot be mounted in the ASTM E 84 apparatus without a the following:
screen or artificial supports shall have a flame-spread rating not 1. Where roof surfaces adjacent to the wall or walls are at
to exceed 25 with an accompanying smoke-developed the same elevation, the parapet shall extend not less
factor not to exceed 450 when tested in accordance with than 30 inches(762 mm)above the roof surfaces.
CAN/ULC-S 102.2. 2. Where roof surfaces adjacent to the wall or walls are at
different elevations and the higher roof is not more than
Exception: Cellulose loose-fill insulation shall not be 30 inches(762 mm)above the lower roof,the parapet
required to comply with this test method provided that such shall extend not less than 30 inches(762 mm)above the
insulation complies with the requirements of Section lower roof surface.
R320.3.
Exception:A parapet is not required in the two cases
R320.3 Cellulose loose-fill insulation. Cellulose loose-fill above when the roof is covered with a minimum class C
insulation shall comply with CPSC 16 CFR, Parts 1209 and roof covering, and the roof decking or sheathing is of
1404.Each package of such insulating material shall be clearly noncombustible materials or approved fire-retardant-
labeled in accordance with CPSC 16 CFR, Parts 1209 and treated wood for a distance of 4 feet(1219 mm)on each
1404. side of the wall or walls, or one layer of 5/8-inch
(15.9 mm)Type X gypsum board is installed directly
R320.4 Exposed attic insulation. All exposed insulation beneath the roof decking or sheathing for a distance of 4
materials installed on attic floors shall have a critical radiant feet(1219 mm)on each side of the wall or walls.
flux not less than 0.12 watt per square centimeter. 3. A parapet is not required where roof surfaces adjacent
to the wall or walls are at different elevations and the
R320.5 Testing.Tests for critical radiant flux shall be made in higher roof is more than 30 inches(762 mm)above the
accordance with ASTM E 970. lower roof. The common wall construction from the
2000 INTERNATIONAL RESIDENTIAL CODE® 51