Specifications •
STAR IK
FOUNDATIONS
STRUCTURAL CALCULATIONS ASToZavr'' 7 `/�
PREPARED FOR
CHRIS GARSTECK
FOR
GARSTECK REMODEL /ADDITION
11774 SW 125 COURT
TIGARD, OR 97223
PROJECT NUMBER: SF058
DATE: JUNE 21, 2008
PROJECT MANAGER: Daniel Stark, P.E.
01/4 14 '
PROP
74 E
® enIel '
EXPIRES: JUNE 30, 10
4528 Y Street • Washougal, WA 98671
Stark Foundation LLC was retained in a limited capacity for this protect Design is based upon information provided by the Client, who is solely
responsible for accuracy of the same No responsibility and /or liability is assumed by, or is to be assigned to Stark Foundation LLC for items beyond
what is shown within the attached calculations.
Q
t
STARK
STRUCTURAL PLAN CHECK REVIEW RESPONSE FOUNDATIONS
Client: Chris Garsteck
11774 SW 125 Court
Tigard, OR 97223
Project: Garsteck Remodel
Project No.: SF058
Agency: City of Tigard
Permit No.: MST2008 -00074
Plan Check Items:
Item 1:
Ledger attachment details specifying how the ledger is being secured,
addition to existing building (rafters and floor joists) and deck to addition.
Please refer to details SK1, SK3, and SK4 for details regarding connections of the
new structure to the existing structure.
Item 2:
Rafter to top plate connections (truss clips /rafter ties ?) with nails called out.
Please refer to detail SK2.
Item 3:
Truss details for the covered deck area, need to submit before framing
inspection can be completed.
Truss details and shops are to be submitted by the truss manufacturer.
Item 4:
Roof framing does not match (i.e., pg. 3 "roof plan" calls for 3/12 hand frame
11 -7/8" TJI's 24" o.c. and section A -4 calls for 2x12, 24" o.c., please clarify.
The roof plan is correct in that the roof joists should indeed be 11 -7/8" TJI 24"
7 o.c. Please refer to the red -lined section A -4.
Item 5:
A girder beam is called out on pg 2. Beam needs to be specified (dimensions)
with load analysis.
Please refer to the attached calculations and red -lined sheet 2.
T=
- L:
■
Item 6:
Lateral load analysis is needed for the covered portion of the deck with
regards to how the assemble is resisting uplift due to wind.
Please refer to the attached calculations and red -lined sheets 2 and 3.
•
. I
CU ENT: l/Cr u--1 PAGE /
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COMPANY PROJECT
•
L `` Stark Foundation LLC Garsteck Remodel
1' ' if 0,10
WoodWorks Wa ho gal, WA 98671 girder beam
^• � 360.566.7343
June 21, 2008 12:41
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
Loadl Dead Full Area 15.00 (7.00)* No
Load2 Snow Full Area 25.00 (7.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0' 13'
Dead 763 763
Live 1138 1138
Total 1901 1901
Bearing:
LC number 2 2
Length 1.00 1.00
Timber -soft, D.Fir -L, No.2, 6x10"
Self Weight of 12.41 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 48 Fv' = 195 fv /Fv' = 0.25
Bending( +) fb = 896 Fb' = 1006 fb /Fb' = 0.89
Live Defl'n 0.22 = L/708 0.43 = L/360 0.51
Total Defl'n 0.44 = L/353 0.65 = L/240 0.68
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
Bending( +): LC #•2 = D +S, M = 6177 lbs -ft
Shear : LC# 2 = D +S, V = 1901, V design = 1669 lbs
Deflection: LC# 2 = D +S EI= 511e06 lb -in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead 'L =live S =snow W=wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
CLIENT: LAk. PAQD
P ROJ ECT: 12
PROJECT NUMBER. cY
DATE: Cz71
BY: I\
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7 ).L. ' e.)10 • 411 R 4 o
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• �- .0 SSe�_) Quote
Job #: TM \ KB
Precision Truss &Lumber Inc. Bid #:_� 6121 _ .
11550 SE Jennifer Street Salesman: Tom Martin E Ext. 142
• Clackamas, Oregon 97015 Ordered: _^ ___� Est. Date
{ Phone: (503) 656 -2983 Fax:(503) 656 -2647 Del. Date: 6/20/2008
Del Address: Quote void after: 10 DAYS
Customer: OLIVER CONSTRUCTION BEAVERTON
Address: _._.____..._____.. — City OR Zips __ _ - -_ Directions:
Contact: MILES HOLLIN
Phone: 503 - 933 -2557
Fax: Hazards:
OAHT. Overhang Explain:
Truss
Quantity Span Pitch Left Right Label Description
1 2T -0" 3/1 24" 24" Al STR SCIS GE 16 w\ AF BELOW r
7 27' -0" 3/1 24" 24" A2 SCISSOR '
1 27' -0" 3 0 0 A3 DBL STUB GIRD C - 28' '� } MEM
IN111111111111111•11•111111111110•1 '.
roe
IIIIINIIIIFAWIMIEIAMIVMLAMII
1 1111.1 1 1,11.111.AMIIIIMMINIMI
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8 2x4 ; ,T BLOC al= •
NEE LA} iJ,
Itiiillaill4 Mil
wimowskwietri Emo
IIIMIIIIMIIM
y
sr M
Total: $1,251.85
Notice to Buyer: Signature: Precision Truss &
Lumber, Inc. is acting as a supplier, not a subcontractor. PLEASE CAREFULLY EXAMINE Net - 1%
THE TRUSS LIST ABOVE AS TO CORRECT QUANTITIES, PITCH, SPAN, OVERHANG, $1,239.33
ETC. Trusses are built to your order and cannot be canceled or returned for credit, unless (see Below)
special arrangements can be made. We will furnish only those items and specifications as
listed above. If legal action is required for collection, buyer agrees to be responsible for
suppliers reasonable attorney fees and costs incurred in pursuing collection. ANY REPAIRS Statements are mailed at time of delivery. 1
M''ST BE APPROVED BY THE MANUFACTURER, TO RECEIVE A REIMBURSEMENT. DISCOUNT if paid by 10th of following month. Discount
plate delivery is at the discretion of our truck driver. He must be able to enter and exit Applies to CASH /CHECK payments only. PLEASE LIST
witnout assistance. Contractor must assume responsibility and cost (of tow truck and crane EACH PAYMENT BY JOB NUMBER. Accounts past
truck standby time) if assistance is needed, and of any damage to property. Sheath trusses due subject to 1 1/2% service charge per month, (18%
ASAP to prevent warpage. On job time hrs. Additional crane time will be per year). No exceptions.
charge at $120 per hour.
PRECISION TRUSS & LUMBER, INC.
11550 S.E. JENNIFER ST.
CLACKAMAS, ORE. 97015
OFFICE: (503) 656 -2983
FAX: (503) 656 -2647
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Customer:
OLIVER CONSTRUCTION
Job Description:
ADTN •
Plan #: Lot #:
Roof Pitch: Overhang: Roof Loading: —
3:12 24". 25 -7 -10
Ceiling Pitch: Designer: Salesman:
1:12 Kevin B. Tom M.
06/20/08
Job Truss Truss Type Qty Ply MILES, TM \ KB
R28733607
MILES Al SCISSORS 1 1
.lob Reference (optional)
PRECISION TRUSS & LUMBER, INC., CLACKAMAS,OR. 97015 7.050 s May 22 2008 MTek Industries, Inc. Wed Jun 18 10:09:32 2008 Page 1
--.. 1 _.7 1 . .. s . . •--
2-00 5-5-11 442 4-0-2 4-0-2 4-0-2 5-5-11 2-0.0
Sak • 1: @.
CONN. OF GABLE STUDS BY OTHERS. ... _ CPC)\
s
.1 6
--441111 , 11 11 6N L .4111 N1 111111' ''' ]
2 °
r 2 � = 1e � ° Id
R 3w. .
3.10 =
310 =
It.
I 7 -5-13 I 13-6-0 I 1003 I 77-0.0 I
7 -5-13 6-0.3 6-0-3 7 -5-13
Plate Offsets (X,Y): 111:0- 4- 0,0 -3-0)
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.49 11 -12 >647 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -1.18 11 -12 >269 180
BCLL 0.0 Rep Stress Ina YES WB 0.59 Horz(TL) 0.40 8 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 116 lb
LUMBER BRACING
TOP CHORD 2 x 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -7 -9 oc purlins.
BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing.
WEBS 2 x 4 DF Std G
OTHERS 2 x 4 OF Std G „
CRS T,
REACTIONS (lb/se) 2= 1257/0 -5-8, 8= 1257/0 -5-8 QP� \VAS/7 � ��l
Max Horz 2 =64(LC 5) O' /
Max Uplift2=-278(LC 3), 8=- 278(LC 4) ,Sti ,�`- ^�; � C
FORCES (lb) - Maximum Compression/Maximum Tension "' 'I I'' 2 '
TOP CHORD 1-23/29, 2 -3= 4767/646, 3-4=-4432/508; 45= 3337/388, 5-6=-3337/392, 6-7=- 4432/484, 7 -8= 4767/623, 8-9/29 .
BOT CHORD 2-12=-620/4576, 11 -12= 494/4029, 10-11= 415/4029, 8-10= 545/4576 1y
WEBS 5-11= 101/1338, 3-12=-336/175, 4-12/442, 4-11=-8921206, 6-11= 892/207, 6-10= 0/442, 7 -10= 336/177 rd l
4
• NOTES �. ?r ' /STL•.C' ,,<:: 1) Unbalanced roof live loads have been considered for this design. �SSf
2) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable
End Detail" EXPIRES: 08-01-08
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable studs spaced at 1-4-0 oc
6) A plate rating reduction of 20% has been applied for the green lumber members. 90 PR QF
7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �'` GIN N ( -,
bearing surface. � C 2
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1. 1 • 1 .• s • 9 c--
LOAD CASE(S) Standard or
"9 F M: 6 -4/
M F R S. \
EXPIRATION DATE: 06/30/10 1
June 18,2008
1
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUD ) MITER REPEREWCB PAGE MIT 7473 BEFORE USE.
MI
Design yard for use only with lRIek connectors. This design is based only upon parameters shown, and is for on irWividudl bsddig component.
Appficabtly of design poramenters and proper incorporation of component is resporwWrty of bung designer - not truss designer. Broctrg shown
is for lateral support of 'idMdual web members only. Additional terrponry bracing to insure stability during construction Is the resnormb36ty of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibiffty of the building designer. For general guidance regarding
fabrication. quafrty control storage, delivery. erectan and bracing. consull ANSI/Till Quality Criteria, DSB -89 and BCSII Building Component
Sabty Inlonnation avalable from Truss Note Institute. 583 D'Onofno Drive. Madison. WI 53719- 7777 Greenback Lane, Suite 109
Cdrus Heights, CA, 95610
• Job Truss Truss Type Qty Ply MILES, TM \ KB
R28733608
MILES A2 SCISSORS 1 1
Job Reference (optional)
PRECISION TRUSS & LUMBER, INC., CLACKAMAS,OR. 97015 7.050 s May 22 2008 MTek Industries, Inc. Wed Jun 18 10 2008 Page 1
i -2.00 l 5-5-11 • I 95-14 l 13-6-0 1 1782 l 21-6-5 1 77-0-0 1 240-0 l
2 -0-0 5-5-11 4-42 4-0-2 4 4 5 2
s_.14Y•
4r4 =
s 3 �11 T,4 � �� r4
300
e
w
3
Z 1 8
5-s
�. 12 10 9 F.J.-.
3310 = 3310
1.00 f'-
- 1963 27-on
7- 5-13 8-0-3 8-43 7 -5-13
Plate Offsets (X,Y): 111:0- 4- 0,0 -3-01
' LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/detl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.49 11 -12 >647 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -1.18 11 -12 >269 180
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0 40 8 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 107 lb
LUMBER BRACING
TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -7 -9 oc purlins.
BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8 -5-9 oc bracing.
WEBS 2x4DFStdG
REACTIONS (Ib /size) 2= 1257/0 -58.8= 1257/0 -5-8 '
` �'FR S. T.
Max Horz 2 =64(LC 5)
Max Uplifl2= 278(LC 3), 8= 278(LC 4) 4 0 1 \ A �H j1,
,s., , :-='=::\ G
FORCES (lb) - Maximum Compression/Maximum Tension .& `(D , IF. O
TOP CHORD 1-21/29, 2 -3=- 4767/646, 3-4=- 4432/508, 4-5=-3337/388, 5-6= 3337/392, 6 -7=- 4432/484, 7-8=-4767/623. 8-9 =0/29 "
- 1 �` 7 "
DOT CHORD 2-12=-620/4576, 11 -12= 494/4029, 10-11= 415/4029, 8-10= 545/4576 I
WEBS 5-11= 101/1338, 3-12=-336/175, 4-12/442, 4-11=-892/206, 6-11 =- 892/207, 6-10= 0/442, 7-10=-336/177 1
NOTES '•'.'p • , 30496
1) Unbalanced roof live loads have been considered for this design. � �' L /STEP - ,.
2) Wind: ASCE 7-05; 100mph; TCDL= 4.2psf; BCOL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise); cantilever left and right �' (
` S ON ' - �
exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of EXPIRES: 08-01 -08
bearing surface.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� �0 P R OF
standard ANSI/TPI 1. c
LOAD CASES) Standard � -. O p1 i EF 9 XQ ,
4 4"
� i j j
I � • M FR s. 1 VN
EXPIRATION DATE: 06/30/10
June 18,2008
■
® WARNING} - Verify design pa m mid EA MITER" rnrnef RD NOTES ON IRIS END INCLUDE 1141
REFERENCE PAGE .7473 BEFORE USE,
Design void for use only with tdifek connectors. Thu design a m
based only upon poraeten shown• and a for an individual bold component. o�
Applcablity of design poromenters and proper incorporation of component ng npong d
orpora ponent "¢ responsibility of binding designer - nob buss designer. Bracing shown
is for lateral support of individual web members only. Adddional tenporory bracing to Insure stabitty during construction is the resporwbifty of the M iTek'
erector Additional permanent bracing of the overall s ruclure is the responsibikty of the bulking designer. For general guidance regard'ng ,
fabncafion. quality control storoge, delivery. erection and bracing. consult ANSI/LPI1 Quality Critedo. DSB -89 and 9CSI1 Building Component
Safety Information available from Truss Plole Institute. 583 D'Onofno Drive. Madison, WI537Pi. 7777 Greenback Lane, Suite 109
Citrus Fteigt4n, CA, 95610
•
•
Job Truss Truss Type Qty Ply MILES, TM \ KB
• R28737139
MILES A3 COMMON 1 2 Job Reference (optional)
PRECISION TRUSS 8 LUMBER, INC., CLACKAMAS,OR. 97015 7.050 s May 22 2008 MTek Industries, Inc. Wed Jun 18 12:43:49 2008 Page 1
1 tfi-0 I 7- - I 14-0-0 I
5-10-0 6bU
300 iz , See. =1'187
Doi II 1
/ �
Y 2:x3: R 7
V .4'
• d
7/ \I , 5
Ui+ = Sb = +r5
5-4-11 I 1440 I
5-4-11 8-7 -5
Plate Offsets ()C,Y): [2:0-1-12,0-1-12),[5:0-2-4,0-3-01
LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) tfdefl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.17 4-5 >951 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.43 4-5 >381 180
BCLL 0.0 Rep Stress [nor NO WB 0.86 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 136 lb
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
BOT CHORD 2 X 6 DF No.2 G verticals.
WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc • t:•.' • .. '
REACTIONS (lb /size) 4= 2289/0 -5-8, 6= 2289/0 -5-8 \ S. , • Max Horz6=-118(LC r
118(LC 3) Q O `. WA S1/4 I-
Max Uplift4= 414(LC 6), 6= 411(LC 4) ^ T c �, fi C^
FORCES (lb) - Maximum Compression/Maximum Tension 1 h - Z
TOP CHORD 1 -2= 91/54, 2 -3=- 3948/710, 3-4= 4289/815, 1- 6= 120/27 _ - , ; ; 1
BOT CHORD 5-6= 921801, 4- 5= 748/4104 �+ \
WEBS 2-5=-665/3908, 3-5= 431/209, 2-6= 1945/395 i ,y / , ,p 30496
NOTES � 0 fG' TC � � \ 7 � :.
1)
T
2-ply truss op cho ds connected as follows: 2 x4-1 at 0-9-0 oc.ails as follows: S J ONAL �
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. - _ .
Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply EXPIRES: 08-01-08
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7 -05; 100mph; TCDL=42psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 � �EO P R QFF
5) This truss has been designed for a 10 0 psi bottom chord b
live load nonconcurrent with any other live loads. S'
6) A plate rating reduction of 20% has been applied for the green lumber members. ��� 0N j E F R �Q
7) This truss is designed in accordance with the 2003 International Residential Code sections R502,11.1 and R802.10.2 and referenced C�
standard ANSI/TPI 1. Q �• ■ 6.s' E 91''
4
8) Girder carries tie-in span(s): 14-0-0 from 12 -0-0 to 26-0-0 '
LOAD CASE(S) Standard i� //
1) Regular Lumber Increase =1.15, Plate Increase =1.15 / ICD
Uniform Loads (plf) A O %,' 0j' N -, • Vert: 4- 6 =272(F =252), 1-2=-64, 2 -4 = -64 9` '2: t ,
e S.I
EXPIRATION DATE: 06/30/10
June 18,2008
_
A WARNING - Verify d m
esign pv ne AM) tere rend READ NOTES OR THIS A INCLUDED MITER REFERENCE PAGE WI -7473 BEFORE USE dal
Design valid for use only with F.4Tek connectors. This design a bused only upon parameters shown. and is for on individual budding component. +
Appfcabibly of design paromenten and proper incorporation of component's responsibility of budding designer - not truss designer. Bracing shown
is for lateral support of individual web members only Additional temporary broc'ng to insure stobibty during construction a the respoosbdbty of the M iTek'
erector. Addtionol permanent bracing of Me overall structure is the respormbitty of the budding designer. For general guidance regarding .o..e..o....a...
fabrication. quality control. storage, delivery. erection and bracilg. consul ANSI/rnl Quality Criteria. DS8 -89 and BCSI1 BuBdinp Component 7777 Greenback Lane, state 109
Safety Information ovarbble from Truss Plote Institute. 583 D'Ono(no Drive. Madison. WI 53719. j
— Cdrus Heights, CA, 95610 —
•