Report •
t1\ST ),,t4 4441 /
ITW Building Components Group, Inc.
8351 Rovana Circle Sacramento, CA 95828 (916) 387 -0116
Page 1 of 1 Document ID: 1UP17175Z0228 145 15 1
Truss Fabricator: Truss Conponents of Oregon
Job Identification: R_0712224
Model Code:
Truss Criteria: CUSTOM /TP 1 -2007 (STD)
Engineering Software: Alpine proprietary truss analysis software. Version 10.03.
Truss Design Loads: Roof - 42 PSF 0 1.15 Duration
Floor - N/A
Wind - 100 MPH (ASCE 7 -05- Closed)
Notes: ��� PRO%
1. Determination as to the suitability of these truss conponents for the 444 � 0 14659'9 `•
structure is the responsibility of the building designer /engineer of o` r
2. R S snioan n defined neld the drawing nunber is preceded by: CAUSR7175
Oil v
D e t a i l s : - Vik.C. T 19$9 ( � ' Submitted by CWC 14:49:59 08 -28 -2012 Reviewer: PBC NIIw.
# Ref Description Drawing# Date EXP• gk21 2
1 24624 - -A 12241132 08/28/12
•
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR.
(R_0712224 - A)
Repair for changing the spacing from 24.0" o.c. to 36.0" o.c. (P)3/4" Plywood OR 3/4" OSB gussets; APA rated 48/24 sheathing,
EXP.1, culled of surface defects if smaller than 24" square.
REPAIR PROCEDURE Nail one gusset to each face of truss, through all chord and
web members, with 8d (.131 "X2.50 ") nails to alternate faces.
> Shore truss to restore to pre - loaded condition. Space nails at 3" O.C. and stagger rows to prevent splits.
> Add pre - plated truss section(s) as specified. Circles indicate minimum quantity of nails each face.
> Add plywood gussets as specified.
> Remove shoring. Edge distance, end distance and spacing for fasteners shall be
sufficient to prevent splitting of the wood and meet requirements
NOTE: This truss has one truss spaced 24" from one face and 48" of ANSI /AF &PA NDS -2005.
from the opposite face. (Equal to spacing of 36" o.c.)
See drawing CAUSR7175 12207024 for lumber, plates, and other
(TS)Pre - plated truss section (REFER TO SOLID LINES) data not shown here.
Attach truss section to each face with 10d (0.128 "X3.00)
nails spaced at 4" O.C. throughout each member (each face). After completion of repairs, trusses must be inspected by
. . the truss manufacturer or local building department to
assure compliance with ITWBCG designs and specifications.
(P)36 "X36" trim
0 0
q O
8
H _... — — — k.N.,..‘_-_----_-_-
__ _ _ _ 1/4 100.,
(TS (TS —I 5
0 ID '
3 L 1
IS 3 �� — 18-0-0
1
,- i -
4X5(A1) = 4X5(A1)
I.. 2 -0 -04- 6 -0 -0 { 6 -0 -0 — k2-0-°J
, 5 -6 -7 4 -6 -9 4 -6 -9 5 -6 -7
> 1
10 -1 -0 10 -1 -0 '
< 10 -1 -0 >l< 10 -1 -0
< 20 -2 -0 Over 2 Supports
R =1530 U =435 W =5.5" R =1530 U =435 W =5.5"
RL= 195/ -195
Design Crit: CUSTOM /TPI- 2007(STD)
PLT TYP. Wave FT /RT= 4 %(0 %) /10(0) 10.03.1,e:..0:PTQP QTY:O OR /- /1 /- / - /R /- Scale = .3125 " /Ft.
Truss 825 Components of
Ave. Cornelius OR 9 1137 NORTHNLEE REQUIRE EXTREME CARE IN FABRICATION, HANDLING,
A VA N 223 ) W G LISHE RUSS� TRUSS PLA INSTALLING ANO BRACING. 218 Q 1 4 . (31 L 4 "N TC LL 25.0 PSF REF R7175- 24624
ENTERPRISE LANE. MADISON. WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 44 14659 r •
TC DL 10.0 PSF DATE 08/28/12
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE '
A PROPERLY ARAa® RIGID MUM.
BC DL 7.0 PSF DRW CAUSR7175 12241132
— im oRTAarroan RNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IN BUILDING COMPONENTS
ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR MIT DEVIATION FN011 THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ^ BC LL 0.0 PSF CA- ENG PBC /CWC
IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING 6 BRACING OF TRUSSES. 4L- S V
CONNTOR TE ES M MADE I OF (W,H
OF NDS /SS//K) 653 GRADE 40/60 (N, A K/H,SS)) CALV. STEEL. APPLYE 7P
DESIGN EC l � 9� 9
PLATES TO EACH FACE OF TRUSS 6D, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. , /�, ^` Q TOT . LD . 42.0 PSF SEQN- 4361
ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AT OF TPI1 -2002 SEC.3. A SEAL ON THIS srigMW. CV41.� DUR . FAC . 1.15 FROM BB
I'M Budding Components Group, Inc. DESIGNGSUCWDWIC ATESTHECSUITABILITY MIDFUSEI OFA LDI
BUINGO I CTY OFFNTHE
c Sacramento, CA 95828 BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. EXP. 12 -31 -13 SPACING 36.0" JREF- 1UP17175Z02
08/28/2012
A
Bend Office (541) 330 -9155
• Geotechnical Office (503) 601 -8250
Eugene Office (541) 345 -0289
Carlson Testing, Inc. Salem Office (503) 589 -1252
Tigard Office (503) 684 -3460
Daily Report of Proprietary Anchors
Client: SLS CUSTOM HOMES INC - STEVE STOLZE
Project: CHURCH RESIDENCE - ADDITION CTI Job #: T1206878.
Address: 9800 SW RIVERWOOD TIGARD OR Jurisdiction: TIGARD
CTI representative K. PARKIN OBOA 420 /WABO PAR 86 0560
was on site this date Auq. 15, 2012 to perform Special Inspection for:
Permit MS2012 -00197
DFS #(s) PO Number: CHURCH JOB
SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid
lines, elevations (floors) and drawing details]:
1. Checked in with superintendent or client representative.
Name: STEVE OBSERVED INSTALLATION OF (4) 5/8" DIA HOLD DOWN
Company: AARON FLANNERY CONSTRUCTION ANCHORS AT FRONT GARAGE WALL PANELS.
INSTALLATION WAS PER DETAIL ON SHEET 1 OF CITY
2. Inspection was "IBC" x Continuous Periodic APPROVED PLANS.
PROPRIETARY ANCHORS
Yes NoN /A
1. Reviewed previous inspection reports?
2. Reviewed evaluation report? X
Verified following items meet manufacturer's
published installation instructions. REPORT SUMMARY
3. Verified minimum embedment depth of the
anchors. X 1. Work inspected was: E Completed In progress
4.Verified installation of the anchors. X 2. Completed work inspected was in compliance with
5. Verified anchor diameter. X x Approved plans and specifications Shop drawings
6. Verified steel grade.
RFI Design change n Submittal n N/A
7. Verified hole diameter. X
8. Verified type of drill bit used. X Document #(s) Dated:
9. Verified hole cleaning method. X 3. Noncompliance item(s) were noted this date, details on
10. Verified adhesive application. X following page(s). Yes No x N/A
11. Verified edge distance. X
12. Verified spacing. 4. Noncompliance item(s) were reinspected this date, details
p g. on following page(s). I I Yes No I x I N/A
13. Verified installation torque. X
Conform I I Remain in progress
Evaluation report number & date:
ESR 2508 (09/01/2011) Report(s) findings were discussed and left with
STEVE
of AARON FLANNERY CONSTRUCTION
Name of product being installed SIIMSON SET XP
Batch Number 281H450H
Expiration Date 06/2014
Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can
be covered. Carlson Testing has no authority to direct work of contractors or subcontractors.
See additional report page(s). Distribute attachments. Page 1 of
Daily Report of Proprietary Anchors For: 08/15/2012
CTI Job #: T1206878.
Project: CHURCH RESIDENCE - ADDITION
Notes:
In some cases more than one box may be checked for a given item on the front page.
Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full,
without prior authorization from this office. Under all circumstances, the information contained in this report is provided
subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other
than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this
document.
If there are any further questions regarding this matter, please do not hesitate to contact this office.
Respectfully submitted,
CARLSON TESTING, INC.
Reviewed By: Keith Gauvin
Review Date: 08/27/2012
KP /KA
CC: SLS CUSTOM HOMES INC - STEVE STOLZE STEVE @SLSHOMES.COM
CITY OF TIGARD BUILDING DIVISION - RICK BOLEN
8430 SW HUNZIKER ST, TIGARD OR - PO BOX 23814, TIGARD OR 97281
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B E A M A N A L Y S I S
•
• PREPARED BY: AMMEMOMMOMMOMS 1 pasl6015
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' Client: CHURCH - SLS REMODEL ADDITIONS
Project: ADDITION TO EXIST. RES.
Location: RIM JSTS. UNDER REAR WALL OF UPPER ADDITION
Date: 6/2 -o12.
Calculation By: ams D.K.
Comment: USE LAM (2) 2 X 12 #2 DF /L JSTS.
BEAM AND LOAD DIAGRAM
1
R1 R2
Reaction R1 = 1,344.0 lbs. Reaction R2 = 1,344.0 lbs.
Total load = 2,688.0 lbs.
Dimensions: Clear span = 16.0 feet, no overhang.
No point loads.
No triangular loads.
No uniform beam weight.
Uniform loads: U1 = 168.0 lbs /if at 0.0 feet to 16.0 feet.
Deflection limit (live load plus dead load): 1/360.
BEAM TYPE WOOD : 2 X 12 No.2 JSTS.
COMPUTED STRESS /STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,344.0 FV 95.0 Area (Sq.In.) 21 34
Moment (ft -lbs) 5,376.0 FB 1,005.0 Sect.Modulus 64 64*
Deflection (in) 0.53 E 1.60E6 Mom.Inertia 290 364
Actual Maximum Deflection = 0.43 inches.
Maximum Deflection occurs at 8.0 feet.
Maximum Moment occurs at 8.0 feet.
MINIMUM BEAM SIZE (W x H ) : 3 000" by 1 1 2 3 1"
MINIMUM BEAM AREA (Sq.In.): 33.99
10H
BEAM ANALYSIS
• PREPARED BY: 11111111=11111111111.11 KovAch),kwas pfswitt
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• Client: CHURCH - SLS REMODEL ADDITIONS
Project: ADDITION TO EXIST. RES.
Location: RIM JST. OVER WALL BETWEEN LAUNDRY AND STAIRS
Date: #1.1111/NMIA Num,.
Calculation By: AIM t..K.
Comment: USE (1) 2 X 12 #2 DF/L JST.
BEAM AND LOAD DIAGRAM
1=1111111=
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R1 R2
44 Reaction R1 = 1,068.8 lbs. Reaction R2 = 1,068.8 lbs.
Total load = 2,137.5 lbs.
Dimensions: Clear span = 7.5 feet, no overhang.
No point loads.
No triangular loads.
No uniform beam weight.
Uniform loads: Ui = 285.0 lbs/lf at 0.0 feet to 7.5 feet.
Deflection limit (live load plus dead load): 1/240.
BEAM TYPE WOOD : 2X 12 No.2 JSTS.
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,068.8 FV 95.0 Area (Sq.In.) 17 17*
Moment (ft-lbs) 1,995.0 FB 1,005.0 Sect.Modulus 24 32
Deflection (in) 0.38 E 1.60E6 Mom.Inertia 33 178
Actual Maximum Deflection = 0.07 inches.
Maximum Deflection occurs at 3.5 feet.
Maximum Moment occurs at 3.5 feet.
MINIMUM BEAM SIZE (W x H): 1 E500"
MINIMUM BEAM AREA (Sq.In.): 16.88
1 0H