Specifications Y - .
CALCULATIONS
1.
tOPERTY LINES SHALL BE r �V
LEARLY IDENTIFIED PRIOR i \A
FOOTING INSPECTION FOR:
VERSATUBE BUILDING SYSTEM` 3tkit NV\
WARREN KR -AGER 1 .(",I I , C� l�"n�r'1
r
14' X 25' X 11' Q
Final inspection approval is 5' BAY SPACE , , " `
required prior to occupancy. n A A
Approved plans
shall be on job site
LIABILITY DATE:
The City of Tigard and its
employees ees shall not be January 9, 2007 responsible for discrep ancies
which may appear herein.
This permit does not authorize the violation of any
rights of holders of private easements. The ap -
plicant is urg ed to contact any such parties and PREPARED BY:
secure thier approval before commencing work.
STEPHEN P. MASLAN, P.E.
i ./('
STEPHEN P. MASLAN & CO.
F TIGARD KANSAS CITY; MISSOURI
CITY r 0 � : Approved 04 '' Conditionally Approved • ( ):
For only the mot as described in: n r
PERMIT NO. tXI" �L�3) �'
See Letter to: Follo . ( ) :
Atte ( )' tt OREGON l
Job Addr� p �C 31. c o � P
Date:�i ?� P • By: PHILLIP
Jt4O 07
VERSATUBE BUILDING SYSTEMS
WARREN KRAGER
14' X 25' X 11' @5'O.C.
BAY SPACE= 5
LOADS LOAD BAY SPACE UNIF. LOAD
DL= 2 5 10 PLF
LL= 25 5 • 125 PLF
WL= 100 V3S • EXP B tnt
B,• .• EXP." # IBC LOADS RESULTANT
ROOF WINDWARD 5 ' . 1.00 13.3 67 VERT. 69 DIA. '" " '''' 1 .. •r r, 1
ROOF LEEWARD ' .•.5 100 9.5 48 VERT.
ROOF WINDWARD • 5 1.00 3.8 19 HORIZ
WALL WINDWARD 5 • 1.00 13.3 67 HORIZ
SEISMIC • •
• - R =.3.5 - Sms= 0.688 V= 24
Ss= 0.4 Sds= 0.4587
Fa =I 1.6 W= 152
RAFTER/POST DESIGN
P= 0.965 A= 0.7247 fa= 1.33
M= 1.444 Sx= 0.6185 fb= 28.02
1= 2 Ca= 0.552 Fa= 33.1
R= 1.1026 Fy= 60 F'ex= 315.18
Cc= 97.7 I /r= 21.77
I(fa/Fa) +(fb /36 *(1- (fa/F'ex)))= 1 0.82 <1 USE 2X3X14GA
60 KSI STEEL
• I ? . c j r. ' . S, , t
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'Xl1' @5'OC 25LL 100 V3S EXP B
* ** INITIALIZING DATA * **
Job Description: WARREN KRAGER
Frame Description: 14'X25'X11' @5'OC 25LL 100 V3S EXP B
Structure Parameters Analysis Options
Members 26 Linear Elastic Analysis
Joints 27 Imperial Units
Springs 0 Bandwidth Optimization .
Sections 1 Load Case 1 specified as self - weight
Materials 1
Load Cases 4
Load Combinations 3
User Name: PP
STEPHEN P. MASLAN & CO.
8011 PASEO SUITE 201
KANSAS CITY, MO 64131
•
P -FRAME 1..06 (c) Copyright 1982' - 1990
Softek Services Ltd.
Head Office:
2034 West 12th Avenue, Suite 2
Vancouver, B.C. V6J 2G2
Canada
Phone: (604)732 -3763
Fax: (604)732 -8467
Softek assumes no responsibility for the accuracy,
validity or applicability of the results of P- FRAME.
P -FRAME Linear Elastic analysis results Str No.. 85
PP 09 Jan 07 2:40 pm
Page 1
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
* ** JOINT DATA * **
Joint X - coord. Y - coord. X - Degree Y - Degree Z - Degree
Number (feet) (feet) of Freedom of Freedom of Freedom
1 0 1.5 1 1 1
2 0 3.5 1 1 1
3 0 5.5 1 1 1
4 '0 7.5 1 1 1
5 0 9.5 1 1 1
6 0 10.3168 1 1 1
7 .1807 10.856 ' 1 1 1
8 .6576 11.1657 1 1 1
9 1.9351 11.4851 1 1 1
10 3.8754 - 11.9701 1 1 1
11 5.7878 12.4483 1 1 1
12 6.7878 12.6983 1 1 1
13 7 12.7244 1 1 1
14 7.2122 12.6983 1 1 1
15 8.2122 12.4483 1 1 1
16 10.1246 11.9701 1 1 1
17 12.0649 11.4851 1 1 1
18 13.3424 11.1657 1 1 1
19 13.8193 10.8.56 1 1 1
20 14 10.3168 1 1 1
21 14 9.5 1 1 1
22 14 7.5 1 1 1
23 14 5.5 1 1 1
24 14 3.5 1 1 1
25 14 1.5 1 1 1
26 0 0 0 0 0
27 14 0 0 0 0
Note: Degree of Freedom: 0= restrained 1 =free j= coupled to joint 'j'
* ** SECTION PROPERTY DATA * **
Sec X- sectional Mom. Inertia Shear Area Section Mod Plastic Moment
No. Area (in2) (in4) (in2). (in3) Capacity (K -ft)
1 .7427 .9277 .7427 .6185 0
Sec. Database
No. Code Name
1 2X3 14 GA 65 KSI RAFTER /POST .
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 07 2:40 pm
Page 2
•
.
.
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'.X11' @5'OC 25LL 100 V3S EXP B
Notes:
1. Non -zero Cross - sectional Area and Moment of Inertia are mandatory.
2. For non -zero Shear Area, shear stresses are calculated.
3. For non -zero Shear Area and Shear Modulus, secondary deflections due to
shear are included (linear elastic analysis only).
4. For non -zero Elastic Section Modulus (S), stresses are calculated.
5. Non -zero Plastic Moment Capacity is mandatory for plastic analysis.
* ** MATERIAL PROPERTY DATA * **
Material Youngmod Shearmod Density Coeff Exp Fy Yield
Number (ksi) (ksi) (R /ft3) ( /F *l.E -6) (ksi)
1 30000 12000 .49 6.5 60
Notes:
1. Elastic Modulus (Young's Modulus) is mandatory.
2. For non -zero Shear Modulus and Shear Area, secondary deflections due to
shear are included (linear elastic analysis only).
3. Non -zero density is required if self - weight is specified and member weight
is to be considered (linear elastic and plastic analysis).
4. Non -zero Thermal Coefficient of Expansion is required for thermal loads.
(linear elastic and plastic analysis).
5. Non -zero Yield Stress is mandatory for plastic analysis.
* ** MEMBER. CONNECTIVITY DATA * **
Member Lower Greater Section Material Lower Greater Attribute Length
Number Joint Joint Number Number End Type End Type Type (ft)
1 1 2 1 1 1 1 1 2.
2 2 3 1 1 1 1 1 2.
3 3 4 1 1 1 1 1 2.
4 4 5 1 1 1 1 1 2.
5 5 6 1 1 1 1 1 .8168
6 6 7 1 1 1 1 1 .5687
7 7 8 1 1 1 1 . 1 .5686
8 8 9 1 1 1 1 1 1.3168
9 9 10 1 1 1 1 1 2.0000
10 10 11 1 1 1 1 1 1.9713
11 11 12 1 1 1 1 1 1.0308
12 12 13 1 1 1 1 1 .2138
13 13 14 1 1 1 1 1 .2138
14 14 15 1 1 1 1 1 1.0308
15 15 16 1 1 1 1 1 1.9713
16 16 17 1 1 1 1 1 2.0000
17 17 18 1 1 1 1 1 1.3168
18 18 19 1 1 1 1 1 .5686
19 19 20 1 1 1 1 1 .5687
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 07 2:40 pm
Page 3
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
Member Lower Greater Section Material Lower Greater Attribute Length
Number Joint Joint Number Number End Type End Type Type (ft)
20 20 21 1 1 1 1 1 .8168
21 21 22 1 1 1 1 1 2.
22 22 23 1 1 1 1 1 2.
23 23 24 1 1 1 1 1 2.
24 24 25 1 1 1 1 1 2.
25 1 26' 1 1 1 1 1 1.5
26.• 25 27 1 1 1 1 1 1.5
•
•
Notes:
1. Member End Types: 1 =fixed (rigid connection) 0= pinned,(pinned connection).
2. Attribute Type 0 indicates that the member has been deleted.
•
•
P- FRAME Linear Elastic analysis results Str No. • 85
PP 09 Jan 07 '2:40 pm
Page 4
•
.
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
* ** LOAD INITIALIZING DATA * **
load # loaded # support : # loaded describe
case joints settlemnts members load case
1 0 0 0 SELF WEIGHT
2 0 0 12 DEAD LOAD 2 PSF
3 0 0 12 LIVE LOAD 25 PSF
4 0 0 17 WIND LOAD 100 V3S EXP B
Note: Load Case 1 specified as self- weight..Joint and Member load data for
Load Case 1 is ignored. Self - weight is automatically calulated.
* ** MEMBER LOAD DATA * **
load case 2 - member distributed loads
Rec Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular Thermal
No. No. K /ft slope K /ft horiz k /ft perp K /ft parll K /ft @ GJ Change (F)
1 17 0 -.01 0 0 0 0
2 16 0 -.01 0 0 0 0
3 15 0 -.01 . 0 0 0 0
4 18 0 -.01 0 0 0 0
5 14 ' 0 -.01 0 0 • 0 0
6 11 0 -.01 0 0 0 0
7 10 0 -.01 0 0 0 0
8 9 0 -.01 0 0 0 0
9 8 0 -.01 0 0 0 0
10 7 0 • -.01 0 0 0 0
11 13 0 -.01 0 . 0 0 0
12 12 0 -.01 0 .- 0 0 0
load case 3 - member distributed loads -
Rec Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular Thermal
No. No. K /ft slope K /ft horiz k /ft perp K /ft parll K /ft @ GJ Change (F)
1 7 0 -.125 0 0 0 0 .
2 8 0 -.125 0 0- 0 0
3 9 0 -.125 0 0 0 0
4 10 0 -.125 0 0 0 0
5 11 0 -.125 0 0 0 0
6 14 0 -.125 0 0 0 0
7 15 0 -.125 0 0 0 0
8 16 0 -.125 0 0 0 0
9 17 0 -.125 0 0 • 0 0
10 18 0 -.125 0 . 0 0 0
11 12 0 -.125 0 0 0 0
12 13 0 -.125 0 0 0 0
P -FRAME Linear Elastic analysis results -- Str No. 85
PP • 09 Jan 07 2:40 pm.
Page 5
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
load case 4 - member distributed loads
Rec Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular Thermal
No. No. K /ft slope K /ft horiz k /ft perp -K /ft parll K /ft @ GJ Change (F)
1 7 0 0 .069 0 0 0
2 8 0 0 .069 0 0 0
3 9 0 0 .069 0 0 0
4 10 0 0 .069 0 0 0
5 11 0 0 .069 0 0 0
6 14 0 .048 0 0 0 0
7 15 0 .048 0 0 0 • 0
8 16 0 .048 - 0 0. • 0 0
9 17 0 .048 0 0 0 0
10 18 0 .048 0 0' 0 0
11 5 0 0 -.067 0 0 0
15 13 0 .048 0 0 0 0
16 6 0 0 -.067 0 0 0
17 12 0 0 .069 0 0 -0
Notes:
A) For Fully Distributed loads and Point Loads:
- Sloped UDL, Projected UDL & Point Lds act in the global coordinate system.
- Local Perpendicular, Local Parallel, Triangular Loads act in the local
member coordinate system.
- Triangular Loads are 0 at the lower joint with the magnitude specified at
the greater joint.
B) For Partial load orientation:
1 = Global X projected ld, 2 = Global Y projected ld, 3 = Global X lateral ld
4 = Global Y gravity ld,. 5 = Local y Perp ld, 6•= local x tangential ld
* ** LOAD COMBINATION DATA * **
Load Load Comb Load Comb Load Comb Load Comb Load Comb Load Comb
Comb Case Fact Case Fact Case Fact Case Fact Case Fact Case Fact
1 1 1 2 1 3 1
2 1 .6 2 .6 4 1
3 1 1 2 1 3 .75 4 .75
P -FRAME Linear Elastic' analysis results Str No. 85
PP 09 Jan 07 2:40 pm
' Page 6
•
ry
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
* ** SUPPORT REACTIONS * **
Load Case Results
Joint Load X- Reaction Y- Reaction Z- Reaction
Number Case (kips) (kips) (K -f t)
26 1 .004 .045 -.018
2 .017 .068 -.069
3 .211 .852 -.860
4 -.085 -.400 .280
27 1 -.004 .045 .018
2 -.017 .068 .069
3 -.211 .852 .860
4 .123 -.386 -.567
Load Combination Results
Joint Load X- Reaction Y- Reaction Z- Reaction
Number Combination (kips) (kips) (K -f t)
26 1 .232 .966 -.947
2 -.072 -.332 .228
3 .115 .453 -.522
27 1 -.232 .966 .947
2 .110 -.318 -.515
3 -.087 .463 .307
Notes:
1. Positive X- reactions act in the positive global X direction.
2. Positive Y- reactions act in the positive global Y direction.
3. Positive Z- reactions act counter - clockwise.
•
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 07 2:40 pm
•
Page 1
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
* ** MEMBER FORCES * **
Load Combination Results
Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ
No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft)
1 1 .962 -.232 -.599 -.957 .232 .136
2 -.334 .072 .120 .337 -.072 .024
3 .449 -.115 -.349 -.444 .115 .118
2 1 .957 -.232 -.136 -.952 .232 -.328
2 -.337 .072 -.024 .340 -.072 .169
3 .444 -.115 -.118 -.439 .115 -.113
3 1 .952 -.232 .328 -.947 .232 -.791
2 -.340 .072 -.169 .343 -.072 .313
3 .439 -.115 .113 -.434 .115 -.344
4 1 .947 -.232 .791 -.942 .232 -1.255
2 -.343 .072 -.313 .346 -.072 .457
3 .434 -.115 .344 -.429 .115 -.575
5 1 .942 -.232 1.255 -.940 .232 -1.444
2 ' -.346 .072 -.457 .347 -.017 .494
3 .429 -.115 .575 -.427 .156 -.686
6 1 .965 .079 1.444 -.964 -.078 -1.399
2 -.335 -.094 -.494 .336 .132 .430
3 .455 -.013 .686 -.453 .042 -.701
7 1 .706 .661 1.399 -.670 -.606 -1.039
2 -.180 -.312 -.430 .183 .276 .262
3 .381 .249 .701 -.353 -.236 -.563
8 1 .437 .790 1.039 -.394 -.620 -.110
2 -.083 -.320 -.262 .085 .239 -.106
3 .257 .338 .563 -.224 -.274 -.160
9 1 .394 .620 .110 -.329 -.361 .871
2 -.085 -.239 .106 .089 .115 -.460
3 .224 .274 .160 -.174 -.178 .292
10 1 .329 .361 -.871 -.265 -.106 1.330
2 -.089 -.115 .460 .092 -:007 -.567
3 .174 .178 -.292 -.125 -.082 .548
11 1 .265 .106 - 1.330 -.232 .028 1.370
2 -.092 .007 .567 .094 -.071 -.527
3 .125 .082 -.548 -.099 -.033 .607
12 1 .234 .001 -1.370 -.230 .028 1.367
2 -.102 .059 .527 .102 -.072 -.513
3 .094 .044 -.607 -.092 -.033 .616
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 0.7 2:40 pm
Page 1
' ,
r
•
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
Load Combination Results
Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear ® GJ BM ® GJ
No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft)
13 1 .230 .028 -1.367 -.234 .001 1.370
2 -.117 .045 .513 .118 -.053 -.503
3 .081 .054 -.616 -.083 -.039 .626
14 1 .232 .028 -1.370 -.265 .106 1.330
2 -.123 .039 .503 .133 -.078 -.443
3 .077 .049 -.626 -.094 .019 .641
15 1 .265 -.106 -1.330 -.329 .361 .871
2 -.133 .078 .443 .152 -.153 -.216
3 .094 -.019 -.641 -.127 .149 . .475
16 1 .329 -.361 -.871 -.394 .620 -.110
2 -.152 .153 .216 .171 -.229 .166
3 .127 -.14.9 -.475 -.160 .282 .044
17 1 .394 -.620 .110 -.437 .790 -1.039
2 -.171. .229 -.166 .183 -.279 .501
3 .160 -.282 -.044 -.182 .369 -.385
18 1 .670 -.606 1.039 -.706 .661 -1.399
2 -.264 .204 -.501 .275 -.220 .621
3 .292 -.290 .385 -.310 .318 -.558
19 1 .964 -.078 1.399 -.965 .079 -1.444
2 -.352 .002 -.621 .351 -.001 .622
3 .441 -.056 .558 -.442 .057 -.590
20 1 .940 .232 1.444 -.942 -.232 -1.255
2 -.333 -.110 -.622' .332 .110 .532
3 .437 .087 .590 -.439 -.087 -.519
21 1 .942 .232 1.255 -.947 -.232 -.791
2 . -.332 -.110 ' -.532 .329 .110 .312
3 .439 .087 .519 -.444 -.087 -.345
22 1 .947 .232 .791 -.952 -.232 -.328
2 -.329 -.110 -.312 .326 .110 .091
3 .444 .087 .345 -.450 -.087 -.171
23 1 .952 .232 .328 -.957 -.232 .136
2 -.326 -.110 -.091 .323 .110 -.129
3 .450 .087 .171 -.455 -.087 .003
24 1 .957 .232 -.136 -.962 -.232 .599
2 -.323 -.110 .129 .320 .110 -.350
3 .455 .087 -.003 -.460 -.087 .176
25 1 .962 -.232 .599 -.966 .232 -.947
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 07 2:40 pm
Page 2
••
•
STEPHEN P. MASLAN & CO.
WARREN KRAGER
14'X25'X11' @5'OC 25LL 100 V3S EXP B
Load Combination Results
Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ
No. Comb (kips) (kips) (R -ft) (kips) (kips) (R -ft)
2 -.334 .072 -.120 .332 -.072 .228
3 .449 -.115 .349 -.453 .115 -.522
26 1 .962 .232 -.599 -.966 -.232 .947
2 -.320 -.110 .350 .318 .110 -.515
3 .460 .087 -.176 -.463 -.087 .307
Notes:
1. Positive axial forces act in the positive local (member) x direction.
2. Positive shear forces act in the positive local (member) y direction.
3. Positive bending moments act counter - clockwise.
•
•
P -FRAME Linear Elastic analysis results Str No. 85
PP 09 Jan 07 2:40 pm
Page 3
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SHEET METAL PANELS ARE NOT SHOWN / ' .
DESIGN CRITERIA:
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B � _ � > 4° . I • W IND LOAD: 100 MPH, V3S, EXPOSURE (B) B
WIND IMPORTANCE FACTOR: 1
Li • SEEIISMIC LIVE LOAD: CATEGORY: D -1
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CARPORT SIZE: 14' X 25' X 11' FRAME
H' O FRAME SECTIONS
HORIZONTAL SHEET METAL: 26GA, R- PANEL, STEEL
e � WIND LOAD: 100 MPH, V3S, EXPOSURE (B) B
WIND IMPORTANCE FACTOR: 1
ROOF LIVE LOAD: 25 PSF
SEISMIC CATEGORY: D -1
CODE COMPLIANCE: IBC 2003
UNLESS OHIERw6E SPECIFIED A
A DwaeSIOM ARE IN INCIR3 Do SOT 5*0„* woArt VERSATUBE BUILDING SYSTEMS
TOLERANCES ARE
ter..... ' " ' - - ° VUNG 1/9/07 14' x 25' x 11' FRAME
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THE INFORMATION CONTAINED IN 1116 DRAWING 6 THE SOLE PROPERTY OF
A VERSATUEE WRDINGSYSTEA6 ANY REPRODUCTION IN PART OR WHOLE WITHOUT
THE WRITTEN PERMISSION OFTRSATURE WILDING mums 6 PROIm6ED. ANCHOR HOLES ARE PRE - PUNCHED
IN BASE RAILS 5" FROM EACH POST •,
5' -0" ONE BAY /L! /(______
MATERIALS: D
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SIDE POSTS, RAFTERS, PEAKS: Q P 2f 3 I
2" X 3 14 GA 1018 STEEL, 60 KSI, ASTM A500 B OBE ON Q -
�� DE 1 ��
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25' 0" I ALLOWABLE GRAVITY LOAD ON 5' CENTERS: 70 PSF
ex) PHIL -' � P
MAY BE INCREASED BY 1/3 FOR WIND LOADING.
ALLOWABLE WIND PRESSURE LOAD ON 5' CENTERS: 95 PSF
PANELS ARE CLASS (A) FIRE RATED. JAN 0 9 2007 C
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4'-11 1/2" TYPICAL 4 BAYS 1 1/4"
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THE WRITTEN PERMISSION OF VERSATUBE BUILDING SYSTEMS 6 PROI®TTED.
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RAFTER
PEAK
SIDE POST
RAFTER #12X3/4"
B !II SCREWSWNG B
/� 4 3/4" SCREWS
x3/4"
SEL F -DRILLING # 12 x 3/4" BASE RAIL '
SELF-DRILLING
SCREW SELF -DRI W NG
SCREW
4 PLACES 4 PLACES �, THE SAME AS SL POST TO BASE •
•
RAIL JOINTS.
_ SIDE POST TO RAFTER DETAIL RAFTER TO PEAK DETAIL —
SIDE POST TO BASE RAIL DETAIL
UNIffi OTHERWISE SPECTRE(' I A
Tube A DIMENSIONS AvE R INCHES v° „°, N.Nw ° . ,.R°'° VERSATUBE BUILDING SYSTEMS
rOIERANCES ARE
rersa M.Arnvw MOM.n . ..FRORU, o.n . '° ` * I _ 'S UNG 4 -14 -03 ° .
CARPORT DETAILS ITN _ AD. W.
T M GALVANIZED "° .n.
i. BUILOIN.G SY "T.EM aI ° " ° " ° CPD1 Iwo
_ DO NOI SLATE DRAWING °Y�1 °' O TN. w '
B I / I 6 5 T 4 1 3 1 ¢uE 1C. we I ' I
•
8 1 7 i 6 i 5 s 4 3 I 1 2 1 1
- eEw • THE INFORMATION CONTAINED IN TN6 DRAWING 6 M TY E SOLE PROPER OF �. [We ..EWE
VERSAN PERTH SYSTEMS NIT REPRODUCTION IN PART OR WHOLE WITHOUT INOIR
• TIE WRITTEN PERMISSION N OP OF VERSAN6E WRONG MTEA6 6 PROHIBITED.
SCREW PATTERN FOR R -PANEL / Q,
o p
STITCHING ' / .
" b NE ` ,*
� � _ v
J
IN OVERLA � V 1
/ H Ir f3 IG,�-� 1
SELF-DRUMM
__ SCREW INTO FRAME
cP. OnECON 7 G
. CF °4=, . 31. ` � N
ROOFING: INTERMEDIATE SUPPORTS - y FN PHiLL1Q P
SIDING: ALL SUPPORTS
C C
STITCHING SCREW" - 0 9 200
IN OVERLAP
SELF - DRILLING
• SCREW INTO FRAME
' ROOFING: EAVES AND ENDLAPS
B
B
A
UNLESS OTHERWISE SPECUU9
A OpHE g ARE N INCH
pp.mF.I.w.N.I.pMR VERSATUBE BUILDING SYSTEMS
RACOONS ° - I SCREW PANEL PATTERN FOR
.RE.x•aooi
R
V rsaTu be 29GA OR 2 6GA 80K51 STEEL lialliiii
B - U I L D t N: G S Y• S T .E- MTM- PAINTED - Wp spf pw0. SR.
B VD SPR
• 0o NoE suLE owwRfc ° TIN I US
•
8 I 7 I 6 J 1 4 I 3 I 2 fwF ICAO me- I •
! lir ' :
• B I L 6 T 5 i 4 1 3 I 2 ' 1
THE INFORMADON CONTAINS) IN TAR DRAWING 6 THE SOLE PROPERTY OF
T W NlENUROINGS ION O S ANY R E EAL D DELO IN PAS 6 PROR WHOLE WDNOVf V ERTICAL POST
THRRIEN PERARSSgN O I/Ef6AMERDEING 6 ONR(IFD . �f
5" t— ..- (/ 2 1I +
BASE RAIL R F
I 9 Ty D 7
\y i I �
\ I
; 8 7 �' �4� " 7 Y \1 .9
Q pT1,J3Ilot
�, o -Ecoly
CONCRETE lA �F0( .` � ��`
�' PH#LL
30" JAN VERSATUBE #4 X 30 REBAR ANCHOR 0 9 2007 C
JAN
(A 3/8" OR 1/2" THREADED ROD WITH
A FENDER WASHER AND NUT AT THE TOP
COULD BE SUBSTITUDED FOR THE REBAR
SEE DEPTH TABLE ANCHOR)
HOLE DEPTH TABLE: HOLE DEPTH TABLE:
HOLD DOWN CAPACITY HOLD DOWN CAPACITY
'
AN 12" DIA. HOLE 8" DIA. HOLE
1' DEEP 89 LBS. 1' DEEP 39 LBS.
18" DEEP 329 LBS. 18" DEEP 208 LBS.
2' DEEP 569 LBS. 2' DEEP 339 LBS.
3' DEEP 1048 LBS. 3' DEEP 639 LBS. 4' DEEP B I 5 DEEP 2008 LBS. 5' DEEP 1537 LBS. B
I -1".1I 1/2"
INSTRUCTIONS:
LAYOUT BASE RAILS AND MARK ANCHOR LOCATIONS.
SLIDE BASE RAILS TO ONE SIDE AND DIG POST HOLES AT EACH LOCATION.
- RE- POSITION BASE RAILS AND DROP A VERSATUBE REBAR ANCHOR INTO EACH HOLE. -
MIX AND POUR CONCRETE UP TO GROUND LEVEL OR TOP OF PIER FORMS IF USED.
CHECK ALL MEASUREMENTS BEFORE CONCRETE SETS.
12" NOTE: THE GROUND OR PIER FORMS MUST BE LEVEL BEFORE YOU START.
OR 8"
A
UNLESS OTNERWSE SPECIFIED AR OWNS) WAY/PW.
A DdE� Ca AR INCA DD NOT,.^NIALLV um. VERSATUBE BUILDING SYSTEMS
TAClgb RECUUH MOW; MPLOTrAU - MT[
0 ° RP Vi UNG 1_91 CONCRETE PI TAIL
. meth <NEC<m
RaWT C NCRET AN CHO ER DE R
2.5001'0 3.000 PSI CO NCRETE .ur TNR
i1! rsai'u t . HNH GALVANIZED
Q BUILDING SYSTEM RR RR ..r. NR ANC- 24 INCON Ip
W NOT SCALE DRAWING sc. w
E IR,m
D I / I 6 5 T 4 1 3 I 2 � G 1
7
1(\ L �N/7 " /d -i.
� \ Cron 4Y �ytitiyV„11,V \V`4, \YT4ti.b,.„„,7..f {
5
1 A
d'� \
x
� o o :tA ( i �1 f
A q V GITY OF TIG
K 3 SO* BUILDING DiVISIORt
e
\ 1"
e
c i/Pi ,i' L) ,
• S '„ i Ole S Sli. P V‘ Sz . i
I
�' CITY OF TIGARD - SITE PLAN REVIEW
' BUILDING PERMIT NO.: "(AP9OC'7 - 40001(9 I T
c ; PLANNING DIVISION: I r
Required Setbacks: IFI Approved ❑ Not Approved
� a
Side: S Street Side: f5 t a �-
, N Front. Z° Garage: c Rear: 3
S o L Visual Clearance:' ❑ Approved ❑ Not Approved q I o
o ' ' Maximum Building Height feet —c k • i ■
a . \h CWS cry' Provider Letter Required: ❑ Yes ❑ No 4.
u k` . ❑ Re/ceived Q 1. N •. - BN: !Si�n.�a�/ Date: 1,,, °-
ENGINEERING DEPARTMENT:
,,Y Actual Slope: _% ❑ Approved ❑ Not Approved
Site Plan: ❑ Approved ❑ Not Approved I‹. ,N
_By: Date:
1 �.Notcs:
.,--
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