Plans II :02Ed 900Z/80/£0
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CITY OF TIGARD
):
Approved .............................. . ( )�
Conditionally Approved
For only the work as descried in:
- 1 003S
PERMIT NO. II�MP° ( ):
See Letter to: Follow ----- ------ - - - --- - -- ( ):
Attach_ 341,7 UV
Job Adss:
Job ru W ma a hS Date:
LIABILITY
The City of Tigard and its
employees shall not be
responsible for discrepancies
which may appear herein.
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OFFICE COPY
•
Job IO 'Dun Typo - QV - Ply
ALLIANCE PRINCE. COMMON . I 1 820505711
PRECISION ROOF Musses. CLACKAMAS,OR. 117015 • Job Referellee toppUon)
910Es Jul 13 200.. MI7ek Ina Ina. Thu Mar Is 0 ..Du:0I 2005 Page 1
8-0-0 • I 12-0-0
13.40 OA rvrrlBH I I 8.0-0
Scale C 128.3
3 ,
•
7.82 12 /,
•
• S ►
►_. 4xt // ►_•
5x12, 5- 4 ► •
•
4011 4x12 \� • 5x12
7.7.6 12.0.0
4-4-11 32.11 4-4.11
•
Plate OffsetsPC,Y): r1:0�.8,o..2 -8], f3:0-328.0.2.-131. f4:0- 7.14,01 -81 (5:04-2,0.1.0) ' •
LOADING (pst)
SPACING 2-043 C
P CSI DEFL in
LOADING
25.0
Plates N crease 1.15 TC 0.87 (roc) Udefl Lid PLATES GRIP
(Roof Snovr -25,0)
Lumber erease 1.15 T C 0.87 VOA -0.09 45 x999 240 MT20 220/195
TCDL • 7.0 Rep Stress Inc- NO tiyg 0.48 H a 0 ( 1 I.) -0,21 as >BSa 180 Mri 727/199
BCLL 0.0 Code IBC2003/TPI2002 ) 0.03 s •Na Na
0 (M) Weight 74 lb
BCDL 1
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18&Btr G TOP CHORD Structural wood sheathing diredl
SOT CHORD 2 X 10 DF SSG BOT CHORD Rigid ceiling directly applied or 104-0 ee brracing -1 oc pu „Ins.
WEBS 2X4 CIF No.188trG
REACTIONS Ob/ske) 1 3as084/D•s -8 A S. /IA
Max Horzi = 115(loed case 5) 0 o v WAS6n, _ 4 ,e-
Max Uplflt1= 981(load case 7), 3= 981(load case 8) �c, / i WG. A
Max Grav1•51580ead case 2), 3 case 3) d er a -. �, O
el .1
FORCES (lb) - Maldmum Compression/Maximum Tension
TOP CHORD 1-8= -6253/ 1163, 2. 6=4235 /'1187, 2- 7=6235/1186, 3 7= 6253/1162 i �. 1
BOT CHORD 1..5-964/5141, 45--884/3858, 3.46949/5141 or •
WEBS 2-5=661/3510. 2-4=662/3510 1 30496 4,
NOTES GhJ (x
1) Wind; ASCE 7 -08; 100mph; h5ft; S2 TCDLe+4.2Psf; BCDL.5,opat; Category II; Exp C; enclosed; MWFRS interlersone; cantilever left and �ss fANAL �
. right exposed ; end vertical left end right exposed; Lumber DOLa1.33 plate grip DOLn.1.33.
•
2) TCLL; ASCE 7.98; Pf =25.0 psf (flat roof snow); Exp C; Fully Exp. •
3) Unbalanced anew loads have been cOnsidered for this design, ( EXPIRES 08 -01-06
4) Thla truce has been designed fore 10.0 psi bottom chord Ilve load nonooncurrent with any ether live loads. •
S) M plates are MT20 plates unless otherwise indicated.
6) This truss requires plate Ieetlen per the Tooth Count Method when this truss is chosen for quality assurance inspection 4 ' P R QpF s
nap
7) A plate rating reduction of 20% has bean applied for the green lumber members, s
8) This trues is designed in accordance with the 2003 International Building Code section 2305.1 and referenced standard ANSUTPI 1. E tIGINEER 4,
9) Girder carries tie-In span(s): 40.0-0 from 0-0-0 to 12.0.0
10) In the LOAD CASE(S) section, Toads applied to the face of the trues ere noted as front (F) or beet (8), - r - 9 G '
��
LOAD CASE(S) and
S) Stard ,. • '
1) Snow Lumberincrease•1.15, Piste Inerease=1.15 `
Uniform Loads (pit) IV ( � �
Vert 1-3=810(F=-7913), (F1 -6=50, 24=64.2 -7=.64. 3-7 =50
to, • ..
•
f EXPIRATION DATE: 06/30/06
March 16,2006
1
® ®r0
WAel. Melia Melia dodos parameters s a'MD sores Off Tara AND =wow armee PAGE J .T4?3 mszen OBE. TM OleenaadC Wile �� I
• n valid rot use with Mink eonneeler/. Trd1 AaiQn d bored only upon yaromelen rho and b for on individual building component. Sure 10B
Dasp
APP �y of design ppMero0nwnten end proper incorporation of component bre,ponrlbly of building designer -not truss designer. Browne shown glom Haltp,te. CA, 98910
b for laterot support at lndMdualweb members only. Add/ lanai temporary bracing to Insure rtabifi duMa construction the nrpo"Nbery of the
emetor. Additional permanent bracing of the overall tnjdwe b the responslbiily of the bulding designer: roe general guldorce regarding
sal at p. erectable fro Tr ue Mobs Institute, $90 D . M S i dbe n . VII & en
. 4 056.89 and sCSll au9dlnp Component 1r . A � Ice /
'v, K d ,
•
70 rUT ee ' Truss - Uty Ply
820506/10
ALLIANCE PRINCEI IONOPCS1 2 1
Job Rer6rence (optiona
N 00 r: i ,OR. 67016 eaub a J 117 2000 essf a r n . .a c. v 16 09Z01O0 2006 Y.B. 1
t
290 I 8.0.0 I 12-0Q_ 1
- 2.6.0 6.0.0 SAO 2.6.0
444 Sete - 1:32.4
3
H4 IL. Will
R ►ri
us= 9 5s6e 5 .
1 zoo I I .
I e°o I 12.0-0 I
044 9.0.0
Plate Offsets ()CY): 12:04- 11.Edge1. 14:0- 0- 11,Edge1 - •
LOADING(psQ SPACING , 2-0-0 CSI DEFL in (loo) I /den Lid .. PLATES GRIP
TCLL 25.0
Plates increase 1.15 TC 0.72 Vert(LL) 0,06 2-8 =999 240 0u1110 220/195
(Roof Snow--25.0) Lumber Increase 1,15 BC 0.31 Vert(TL) -0.05 44 >999 180 •
TCOL 7.0 Rep Stress Incr YES WB 0.10 . Horz(TL) 0.01 4 n/a n/a
BCLL 0.0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight; aB lb
LUMBER BRACING
TOP CHORD 2 X 4 DP No,1 &Btr G TOP CHORD Structural wood sheathing directly applied of B-0-0 00 pudins.
BOT CHORD 2 X 4 DF Ne,1 &Btr G BOT CHORD Rigid ceiling directly applied of 10.0.0 cc bracing.
WEBS 2 X 4 DF Sid G
i ,
• REACTIONS Qb/alze) 2= 659/0 -5- 8.4=59/0 -b-6 ,S WAS I1,44 f.
Max Horz2= 120(load case 8) O �lllr
Max Up1dt2=- 209(load case 7), 4= 209Qoad ease 8) 'L p C , ° •
Max Grav2e849(load case 2), 4= 849(wad ease 3)
h �� • Pr x
FORCES (lb) allti
b) - Mwm Compreaaion/M w aximum Tension J
TOP CHORD 1- 2=W155, 2 -0P-559/96, 3-4=-559/35, 44=0/155 ! -r
BOT WEBS 3-8=0/256 8, 4-6-348 1 � 4Q 96 _ /
NOTES 4s`rfONA.I.G~
'I) Wind: ASCE 7-98; 100mph; hT25fq TCDL=42psf; BCDL-,0psf; Category II; Exp C; enclosed: MWFRS interior Zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL ■1.33 plate grip DOL =1.33. -
2) TCLL' ASCE 7.99; Pfo25.0 paf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design. I EXPIRES: 08-01-06 • I
4) This truss has been designed for greater of min roof five load of 16.2 psi or 200 times flat roof load of 25.0 psi on overhangs
non- concurrent with other live toads. � t ED PR ore ss
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrentwith any other live loads. t •
6) This trues requires plate Inspection per the Tooth Count Method when this truss is chosen for uality assurance inspection. ` cam NG • /o
7) A plate rating reduction of 20% has been applied for the green lumber members. G 9
B) This Puss Is designed in accordance with the 2003 International Building Code section 2308,1 end referenced standard ANSI/TPI 1. y 9
LOAD CASE(,) Standard 6 �• - f
• 91 ' 4,0- c • N 4 , 6
- 1 a`
I
4/FR S .1X‘A
• • L EXPIRATION DATE: 06/30/06
• March 16,2006
I
A WdW�66 • 17.11* design parameters and MAD NOSES OW 21M AIM INCLpy80 007eKRgf *4NC8 PACS 1f1g 09A78.661 OSS. .Sw 1189 enbadc ■Lane v
Design veld for usa only with Wets connectors. Thu design it based only Open perometen shown. and is for on Individual bulldog component. Glynis Heights, CA. 9',810 I
Apple:de lly of dodo women Mrs and proper incorporation of component a respordhlily of building designer- not tom de ig s?• Bracing 10 . 4 'n •
is for lateral suppoil of nl dividual web members only. Additional temporary bracing to Imrestabilty during Caviruchan Is the respandbilFy of the
erector. Additional permanent bracing of the overall nfucture It the respondblOty of the buuid'arp deist rod. For genera guidancesepardng
fabrieolien, quality conhat, storage. deivey, erection and bracing. C0nsu9 ANSI/R11 Ovality Crfleda. 055.89 and Bt311 Bulding Component M ffek'f ' f
Safely Information avalbbhs tram Truss Plate Institute. 583 D'Onate Drive. Madison. WI 93719, • '1