2007, 02-27 Permit App: 07000347 GarageProject Number: 07000347 Inv: 1 Application Date: 2/27/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: 24X36 GARAGE Contact: WALTER, SCOTT/ROSSMAN, MARIE
Address: 12216 E 21ST AVE
C - S - Z: SPOKANE, WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509) 891-1099
Group Name:
Site Information: Project Name
Plat Key: 001220 Name: HILLCREST PARK ADD District: Nort
Parcel Number: 45281.0737 Block: Lot:
SiteAddress: 12216 E 21ST AVE
Location:: CSV
Zoning: UR -3.5 Urban Residential 3.5
Water District: 011 MODERN
Area: 30,237 Sq Ft Width: 92
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Owner: Name: WALTER, SCOTT/ROSSMAN, MA
Address: 12216 E 21ST AVE
SPOKANE, WA 99206
Hold: ❑
Depth: 170 Right Of Way (ft): 0
Review Information:
Review
Building Plan Review
Released By:
Originally Released: 2/13/2007 By: TMELBOU
Landuse/Zoning/HE Conditions i Released By:
OK per Bill Shultz.
Permits:
Originally Released
2/27/2007 By: CJJANSSE
Operator: JD Printed By: jmm Print Date: 2/27/2007
Project Number: 07000347 Inv: 1 Application Date: 2/27/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Contractor: PORT -A -COVER & MORE INC
Address: 16624 E SPRAGUE
SPOKANE VALLEY, WA 99037
Building Permit
Firm: PORT -A -COVER & MORE INC
Phone: (509) 928-9264
Permit Total Fees: $353.56
Notes,
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $353.56 $353.56 $0.00 $353.56
$353.56 $353.56 $0.00 $353.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: jmm Print Date: 2/27/2007
This Application:
Total Project:
Description Grp Type
Notes
Sg Ft Valuation
Sg Ft Valuation
POLE BDLG U-1 VB
886 $16,834.00
886 $16,834.00
Totals:
886 $16,834.00
886 $16,834.00
Item Description
Units
Unit Desc
Fee Amount
RESIDENTIAL PERMIT FEE
1
SELECT
$279.25
ACCESSORY PLANS REVIEW
1
SELECT
$69.81
WSBC SURCHARGE
1
SELECT
$4.50
Permit Total Fees: $353.56
Notes,
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $353.56 $353.56 $0.00 $353.56
$353.56 $353.56 $0.00 $353.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: jmm Print Date: 2/27/2007
Project Number: 07000347 Inv: I Application Date: 2/5/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: 24X36 GARAGE Contact: WALTER, SCOTT/ROSSMAN, MARIE
Address: 12216 E 21ST AVE
C - S - Z: SPOKANE, WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509) 891-1099
Group Name:
Site Information: Project Name:
Plat Key: 001220 Name: HILLCREST PARK ADD District: Nort
Parcel Number: 45281.0737 Block: Lot:
SiteAddress: 12216 E 21ST AVE Owner: Name: WALTER, SCOTT/ROSSMAN, MA
Address: 12216 E 21ST AVE
Location:: CSV SPOKANE, WA 99206
Zoning: UR -3.5 Urban Residential 3.5
Water District: 011 MODERN Hold: ❑
Area: 30,237 Sq Ft Width: 92 Depth: 170 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information: � �r. , �_. .. ... ._ . �.....,V
RPviPw
Building Plan Review
ReleasedBy: 0 _
Operator: JD Printed By: JD Print Date: 2/5/2007
Project Number: 07000347 Inv: I Application Date: 2/5/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Contractor: PORT -A -COVER & MORE INC
Address: 16624 E SPRAGUE
SPOKANE VALLEY, WA 99037
Description Grp Type Notes
POLE BDLG U-1 VB
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Building Permit
Firm: PORT -A -COVER & MORE INC
Phone: (509)928-9264
Total Project:
SSC Ft Valuation
864 $16,416.00
864 $16,416.00
Fee Amount
$279.25
$69.81
$4.50
Permit Total Fees: $353.56
Notes:
Payment Summary
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $353.56 $353.56 $0.00 $353.56
$353.56 $353.56 $0.00 $353.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 2/5/2007
This Application:
Sq Ft Valuation
864 $16,416.00
Totals:
864 $16,416.00
Units
Unit Desc
1
SELECT
1
SELECT
1
SELECT
Total Project:
SSC Ft Valuation
864 $16,416.00
864 $16,416.00
Fee Amount
$279.25
$69.81
$4.50
Permit Total Fees: $353.56
Notes:
Payment Summary
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $353.56 $353.56 $0.00 $353.56
$353.56 $353.56 $0.00 $353.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 2/5/2007
Permit Center
ScIT�n(>��� 11707 E Sprague Ave, Suite 106 PERMIT NUMBER:
jValley Spokane Valley, AX 99296 FEB O 5 %, PERMIT FEE:
.7 (509)688-0036 FAX: (509)688-0037 ---��
Community Development www.spokanevalley.or
Residential Construction ❑ New Construction Accessory Bldg
Permit Application ❑ Addition/Remodel Deck
❑ Other:
SITE ADDRESS I
ASSESSORS PARCEL NO:
LEGAL DESCRIPTION:
Building Owner:
DIMENSIONS:
Name:
L t Russ
Address:
0� v ('
City
Stsyt Zip 10
Phone: 5 Q VC
iI
Id ti 9 Fax:
Contact Person
Name: C:1�, _ is K
Phone: S.3 q — L
Contractor:
DIMENSIONS:
Name: P
TOTAL HABITABLE SPACE:
Address: I LL 'L
S Q 1, m—
City: . LLC
State: R Zip:
Phone: S _
Fax:
C ntractor Lic No:„
Exp Dat
�i _
P
1
Ci Busingss Li o:
AREA: `I P
Iv
FINISHED BASEMENT
G�RAG $Q. FTG:
Describe the scope of work in detail: Cost of Project: $ i CC)
**************The following MUST he comnlete: (write N/A if not annlicable)**********************
HEIGHT TO PEAK:
DIMENSIONS:
# OF ST RIES:
TOTAL HABITABLE SPACE:
7' b”
L ' 36' �" L
MAIN FLOOR TO SQ.
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
FTG: S1- �
�j
1
IN ,N
AREA: `I P
Iv
FINISHED BASEMENT
G�RAG $Q. FTG:
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
SQ. FTG: 1� �'C
� A
P
PROPERTY: �+ A
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEWER OR SEPTIC?
A114 Q'c
S,%' 'Let, ,
The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or
local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before
this application can be processed.
Signaturer t,l Date cD- c7 5Z��
Method of Payment:
❑ Cash ❑ Check
Bankcard #:
Authorized Signature:
REVISED 8/25/2005
❑ Mastercard ❑ VISA
Expires: VIN#:
LIM
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VERSATITEN P MGSYSTEf.K ANY REPRODUCTION IN PARE OR WHOLE W'RHOUT
THE WRITTEN PERMISSbN OF VERSATUBE BVROING SYSTEMS 6 1ROH10RE0.
0
ETAL PANELS ARE NHOT SHOWN.
. PURLINS AND GIRTS ARE SHOWN.
rl BUIrsTu b��
DESIGN CRITERIA:
BUILDING SIZE: 24'X 36'-2" X 12 1 /2' FRAME
4' ON CENTER FRAME SECTIONS.
VERTICAL SHEET METAL: 29GA, STEEL
WIND LOAD: 85 MPH, EXPOSURE (B)
WIND IMPORTANCE FACTOR: 1
ROOF SNOW LOAD: 30 PSF
SEISMIC CATEGORY: C-1
CODE COMPLIANCE: IBC 2003
DIMENSIONS ARE IN INCHES
TOLERANCES ARE
GALVANIZED
DO NOT SCALE EMAWING
D
c
0
A
oTMAN ,,.R.RAE VERSATUBE BUILDING SYSTEMS
24' X 36'-2" X 12 1/2' FRAME
GARAGE BUILDING
VERTICAL SHEET METAL
8 �
HE INFORMATION COMAINED IN THE LD—- TS LME SOLE PROPERLY OF
�......- 1.. e....—.. -..R. 1 ..1 RFPRnnNIN— IN PART OR WHOLE WIN—
6 1 5 +
ANCHOR HOLES ARE PRE -PUNCHED
IN BASE RAILS 5" FROM EACH POST
4ATERIALS:
ASE RAILS, HEIGHT EXTENSIONS:
" X 3" 15 GA 1022 STEEL, 65 KSI, ASTM A500 -B
IDE POSTS, RAFTERS, PEAKS, DOOR HEADERS
)OOR JAMBS:
X 3" 14 GA 1022 STEEL, 65 KSI, ASTM A500 -B
ACK VERTICALS, FRONT & BACK BASE RAILS
RUSS BRACE:
SQ 15 GA 1022 STEEL, 65 KSI, ASTM A500 -B
RUSS BRACE VERTICAL:
1/2" SQ 18 GA 1010 STEEL, 50 KSI, ASTM A500 -A
IAT CHANNEL: 18GA, 1010 STEEL, 50 KSI, ASTM A500 -A
HEET METAL: 29 GA. 3/4" RIBS ON 9" CENTERS, 80 KSI STEEL.
ALLOWABLE GRAVITY LOAD ON 3' CENTERS: 50 PSF.
kLLOWABLE PRESSURE LOAD ON 3' CENTERS: 66 PSF.
'ANELS ARE CLASS (A) FIRE RATED.
VERTICAL SHEET METAL PANELS ARE NOT SHOWN
iICC ATr'UANINICI [rnD All cllQllM(Z AtJf)(,IRTC
3/12 PITCH
e 3„
13'-10 5/8" 12'-
2'-9 3/8"
12'-4 5/8
—L 3"
— 24'-0"
(e rTu b
13UILDING SYSTEM
2'-10 1/4"
2"
VA
8'-0" —1
UNLESS OTHERWME SPECIFIED
DIMENSIONS ARE IN INCHES
TOLERANCES ARE
xxx..xxz
nH GALVANIZED
DO NOT SCALE DRAWING
0.
Ik
JAN 2 3 2007
c
4020 WINDOW
2 PLACES
2'-10 1/2"
2'-10"
2"
�— 4'-5"
4' 0"
3'-9"
E
VERSATUBE BUILDING SYSTEMS
F6uNG ) /18/0 24'X 36'-2" X 12 1/2' FRAME
GARAGE BUILDING
VERTICAL SHEET METAL
8
7
6 5
(6) # 12 X 3/4"
RAFTER
PEAK
DOOR JAMB (b) # 12 X 3/4" SD SCREWS
8' TO 12'
RAFTER
#12-14 x 3/4"
SELF -DRILLING
•
• SELF
•
#12x3/4"
-DRILLING
SCREW
SCREWS (6)
• •
4 PLACES
#12 X3/4" THIS SIDE _�
DETAIL (C)
BACK OR FRONT
BK -20
PEAK TO RAFTER DETAIL
VERTICAL
FLAT BRACKET
ON INSIDE OF
BUILDING
BK -61
DETAIL (D)
I BK- 10
ANGLE BRACKET
BACK OR FRONT VERTICAO
TO RAFTER
(6) # 12 X 3/4"
BK -10 BRACKET
HEX HEAD,
SELF -DRILLING
DOOR JAMB (b) # 12 X 3/4" SD SCREWS
8' TO 12'
• DOOR HEADER
DETAIL (F)
T DOOR VERTICAL
1 1/2" SQUARE
4
SINGLE PURLIN J/
BRACKET
2 PLACES
USE (2) # 12 X 3/4" SDS
IN TONGUE AND (1)
IN EACH SIDE FLANGE
1.03125
7'X11/2"X311/4"
USE (6) #12X3/4
SDS INTO RAFTER
AND COLLAR TIE
18"
(6) # 12 X 3/4" SCREWS
IN EACH JOINT
7'-11 3/8" 7400-7450 74-1110
2 PLACE /2" 4" SWAGE
1" WITH
2 PLACES 4"SWAGE BOYH ENDS
DETAIL (1)
TRUSS BRACE DETAIL
DOOR HEADER O
2"
BASE RAIL VERTICAL POST #12 X 3/4" SELF -DRILLING
FRONT OR BACK AND FRONT SCREW USED IN MOST
BACK OF BUILDING OF BUILDING JOINING APLICATIONS
SIDE POST
LT- CONNECTOR 2„
DETAIL (E)
BASE RAIL AND VERTICAL TO
T -CONNECTOR DETAIL (BACK WALL)
RAFTER SIDE POST # 10 X 7/8" SQUARE DRIVE
PANCAKE HEAD,
SELF -DRILLING SCREW
(2) REQUIRED
#12x3/4"
SELF -DRILLING
SCREW
2 PLACES
DETAIL (B)
SIDE POST TO RAFTER DETAIL
24.00
I BK- 10
ANGLE BRACKET
#12 X 3/4"
(6) # 12 X 3/4"
HEX HEAD
HEX HEAD,
SELF -DRILLING
SELF -DRILLING
SCREW, 6 PLACES
SIDE POST scREwS —
(1) REQUIRED PER FLANGE
1 1/2" SQUARE
PURLIN/GIRT
1 SCREWS ON
#12 X3/4" THIS SIDE _�
HEX HEAD
SELF -DRILLING
SCREW, 2 PLACES 1 SCREWS ON BOTTOM BK -31
DOUBLE BRACKET
1 1/2" SQUARE
URLIN/GIRT
DETAIL (G)
DOUBLE PURLIN BRACKET
�+ DETAIL (H)
SINGLE PURLIN BRACKET
BK -30 '---2 SCREWS ON BOTTOM
SINGLE BRACKET
so en aTu
Z11111, b@T,
BUILDING SYSTEM
c
SIDE POST
(2) # 12 X 3/4"
HEX HEAD,
SELF -DRILLING
SCREWS
VERTICAL PIN
.WELDED TO BASE RAIL
BOTH SIDES
OF PIN
2" X 3" BASE RAIL
DOWN THE LENGTH
OF BUILDING
'"�2" X 2" BASE RAIL
ON THE BACK AND
FRONT OF BUILDING
DETAIL (A)
SIDE POAT TO BASE RAIL
AND FRONT/BACK BASE RAIL
TO SIDE BASE RAIL
P
UNLESS OTHERW6E SPECIFIED
DIMENSIONS ARE IN INCHES VERSATUBE BUILDING SYSTEMS
TOLERANCES ARE
'°ROM "MUNG 4/28/0DETAILS FOR A 24'
„ • .Rxx`.x - WIDE BUILDING
VERTICAL METAL
GALVANIZED,IB`P ° "° VBD-24-TB
DO NOT SCALE DRAWING .-I INc 1 1 ren „ie zry .
g' 1 7 6 5 4 3 2
THE INFORMATION CONTAINED INTHIS DRAWING 6 THE SOLE PROPERTY OF
VERSATUBE BUILDING 51-S ANY REPRODUCTION IN PART OR WHOLE WITHOUT
THE WRRTEN PERMISSION OF VERS -BE BUILDING SYSTEMS IS PROHIBRED.
AT END OF BUILDING
CDA AAF
BETT JOINT
,J4j ,p Q 0
)Ey
HAT CHANNEL = r� "IS E�ak
>"
JAN 2 3 2007
#12X 3/4" SELF -DRILLING SCREW
HAT CHANNEL CAN BE USED FOR ROOF PURLINS OR SIDE GIRTS.
THE HAT CHANNEL SHOULD BE ATTACHED TO EACH FRAME SECTION
WITH # 12 X 3/4" SELF -DRILLING SCREWS THROUGH THE 3/4" WIDE
LOWER FLANGES. WHERE CHANNEL ENDS BUTT TOGETHER, THE BUTT JOINT
MEST BE CENTERED IN THE FRAME SECTION. USE (2) SCREWS IN THE END OF
EACH CHANNEL.
DIMENSIONS ARE IN INCHES
TOLERANCES ARE'
x I
X %
/erpaTub rm .. GALVANIZED
BUILDING SYSTEM
DO NOT SCALE DRAWING
0
A
°o No,N..L,. ROAl VERSATUBE BUILDING SYSTEMS
HAT CHANNEL TO FRAME
VD -HAT TO FR
87
THE INFORMATION CONTAINED IN THIS DRAWING 6 THE SOLE PROPERTY OF
VERSATUBE BUILDING SYST— ANY REPRGDUCTION IN PART OR WHOLE WITHOUT
THE WRITTEN PER -1- OF VERSATUBEBUI OINGSYSTEMt 6 PROHIBITED.
FOR 12' BUILDING 6'-5"
FOR 14' BU LID 7'-S'
FOR 20' BUILDNG 10'-T'
FOR 24' BUILDING 12' 7'
FOR 30' BUILDING 15-9"
FOR I8' BUILDING 9'-7"
CLOSURE STRIPS
2" OVERHANG--- i
EAVE TRIM J
3/4"
SIDE METAL f3l
0
TO BE 1" LONGER THAN
THE EAVE HEIGHT OF THE
BUILDING
8', 10', OR 12' OR....
SHEETING LEDGE
(SLAB MAY NOT
INCLUDE LEDGE)
2"
1 1/2"
�—T
1 1/2"
4
ROOF METAL
3/4"
S I ROOF PURLIN
3" HAT CHANNEL
14.04° 3/12 PITCH
SIDE GIRT
HAT CHANNEL
CONCRETE SLAB/FOOTING
r-- 4"
LOSURE STRIPS
RIDGE CAP
cr^o °
7
%'`Zl
JAN 2 3 2007
USE #12X SELF -DRILLING SCREWS
WITH SEALING WASHERS TO FASTEN
SE
SHEET METAL TO ROOF AND SIDES OF
BUILDING.
SCALrW PA77£'fRNS
Wwmeftte Root PmWW and All SWl V
Eaves end ErMlaps - Roof Pu&w
SHEET METAL PANELS ARE 29GA, 80 KSI STEEL
ALLOWABLE GRAVITY LOAD ON 3' CENTERS 50 PSF
8
MAY BE INCREASED BY 1/3 FOR WIND LOADING.
ALLOWABLE WIND PRESSURE LOAD 66 PSF.
PANELS ARE CLASS (A) FIRE RATED.
STAMP
DIMENSIONS ARE IN INCHES
TOLERANCES ARE
rr"
-
♦ .xwT..zbi
FOOTING DIMENSIONS PER PLAN V'ersaTube; GALVANIZED
BUILDING SYSTEM
DO HOT SCALE DRAWING
A
D. NOT NAHUAUIl P AF VERSATUBE BUILDING SYSTEMS
"�uNG 6 16O FRONT DETAIL SHOWING
KRB ROOF AND SIDE METAL,
RIDGE CAP AND EAVE TRIM
N� BF oWIT No BDL D3
8 Z
TIE INFORMATION CONTAINED INTHIS DRAWING IS THE SOLE PROPERTY OE
VERSATUBE BUILDING SYSTEMS ANY REPRODUCTION IN PARI OR WHOLE WRHOUF
THE WRITTEN PERMISSION OF VERIATUSIRLILDINGSYS- 5 PROHIBITED.
24 -3"
36'-5"
8"
4" A
GENERAL NOTES:
1. MAXIMUM ALLOWABLE SOIL BEARING PRESSURE IS AS
FOLLOWS: 1000 PSF MINIMUM. OWNER TO VERIFY THAT SOIL
IS STABLE AND COMPACTED TO A MINIMUM OF 90%
RELATIVE OPTIMUM VALUE.
2. MAXIMUM SIZE AGGREGATE SHALL BE AS FOLLOWS: 1" DIA.
3. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS
SHALL BE AS FOLLOWS: 2500 PSI
4. PLACE REINFORCEMENTS AT MID THICKNESS FOR SLABS ON THE GROUND.
5. ALL SPLICES IN CONTINUOUS REINFORCEMENT OR REINFORCING AS USED
IN WALLS, FOOTINGS ,ETC. SHALL HAVE A MINIUM LAP OF 40 DIAMETERS.
SPLICES IN ADJACENT BARS SHALL NOT BE LESS THAN 4'-0" APART.
■
D
■
■
STEM WALL—
WWF 6/6/10/10
2"
4" 1116"
,IoW,'(' ° a
a -F fe•
39
31 i X:
5� "r N A
JAN 2 3 2007
HEAR/—#4
EVERY 2'
8"
1'-2" 1 ii 1 1'-0"
3'-7"
------
--------- a GRADE I
3'-0"
I IT I
I 4.,
--------------- V-9,
_________-------
u
4� q,.
■C
1 10..
#4 REBAR, CON J. ETAIL A
3 PLACES SCALE 1 : 14
E
UNLESS 01HERW6E SPKIFIED
DIMENSIONS ARE IN INCHES y- VERSATUBE BUILDING SYSTEMS
TOLERANCES ARE:
IRA -.
°.x. ""•"««D 76uNG 1/18/0 CONCRETE SLAB WITH
a _ D FOOTING AND STEM WALL
re■�'"` 2500 PSI CONCRETE ENG FOR 24' X 36'-2" X 12 1/2'
rczalubq,BUILDING
rf'**BUILDING SYSTEM IeE VDF2436WSWPC
DO NOT SCALE DRAWING
VERSATUBE 8LIRDING S Y 1- ANT REPRODUCTION IN PARI OR WHOLE WITHOUT
THE WRITTEN PER -ION OF VERSATUBE BUIIDRNG BVS7EA6 6 PROHIBITED.
cl BA:
4
WEDGE ANCHOR DETAIL
ANCHOR HOLD DOWN FORCE 60-
WITHOUT
0 WITHOUT SPECIAL INSPECTION. Nr'••�'��I
1,165 LBS. WITH SPECIAL INSPECT f�lsb•�
ICBO REPORT #ER -1372 °}.
T THE FRONT AND BACK OF
1E BUILDING, THE BASE RAIL IS
_USH WITH THE SHEETING LEDGE.
HEX NUT
BASE RAIL 2.00 —
1/2" X 7" WEDGE ANCHOR BOLT
LOCATED 5" FROM EACH POST.
4" TO 4 1/2" EMBEDMENT —�
1
'4AL SHEETING
1 1/2"X 1 1/2"
INSTALLATION: USING HAMMER DRILL AND A 1/2" CONCRETE DRILL
BIT, DRILL A HOLE INTO THE CONCRETE 5'TO 5 1/2" DEEP.
PLACE THE FLAT WASHER ON THE BOLT AND INSTALL THE NUT UNTIL ABOUT
2 THREADS ARE EXPOSED ABOVE THE NUT.
TAP THE ANCHOR THROUGH THE BASE RAIL INTO THE HOLE UNTIL THE WASHER
TOUCHES THE TOP OF THE BASE RAIL. NOW, TIGHTEN THE NUT TO SET THE ANCHOR.
DO NOT OVER TIGHTEN AND CRUSH THE TUBE.
SIDE VIEW
rrv`�'e"'r s al"u b
BUILDING SYSTEM"
CONCRETE
STEM WALL
DIMENSIONS ARE IN INCHES
TOLERANCES ARE
.xx. .Loc I
.—
DO NOT SCALE DRAWING
T
0 a
a°
• �G;O''r.3i'7� •��
3.00: •,';. e
FLA, 'W'iA61I40 L
x Vs
' '
OPTI�FIAl '
SHEETING
LEDGE
JA 2 3 2007
c
1.50
1.50
3.00
B
8.00
END VIEW
A
ooNa,M:�.,LRRo. VERSATUBE BUILDING SYSTEMS
1'PRUNG 10/6/0 WEDGE ANCHOR FOR
BUILDINGS, HORIZONTAL METAL
DETAIL 1/2.'X T'
" ` IN STEM WALL
c
4
VERSATUBE BUILDING SYSTEA4 ANY REPRODUCTION IN PARI OR WHOLE WITHOUT
THE WRLREN PERMISSION Of WRSATUBE BUILDING SYSTEMS G PROHIBITED.
ANCHOR HOLD DOWN FORCE 580 LBS.
WITHOUT SPECIAL INSPECTION.
1,165 LBS. WITH SPECIAL INSPECTION.
ICBO REPORT #ER -1372
1" FLAT WASHER
BASE RAIL
HEX NUT
1/2" X 5 1/2" WEDGE ANCHOR BOLT
LOCATED 5" FROM EACH POST
WWF 6X6XI OX
4.00
2.00
CONCRETE
(2500 PSI) 2.50
MIN. 2 1/4"
INSTALLATION:
USING HAMMER DRILL AND A 1/2" X 12" CONCRETE DRILL
BIT, DRILL A HOLE INTO THE CONCRETE 370 DEEP.
PLACE THE FLAT WASHER ON THE BOLT AND INSTALL THE NUT UNTIL ABOUT
2 THREADS ARE EXPOSED ABOVE THE NUT.
TAP THE ANCHOR THROUGH THE BASE RAIL INTO THE HOLE UNTIL THE WASHER
TOUCHES THE TOP OF THE BASE RAIL. NOW, TIGHTEN THE NUT TO SET THE ANCHOR.
DO NOT OVER TIGHTEN AND CRUSH THE TUBE.
1.50
MINIMUM
^e^-"
lllVersaTub
BUILDING
2
JAN 2 3
NOTE ON SLAB SIZE:
SLAB SHOULD BE AT LEAST 3" WIDER
AND 3" LONGER THAN THE CARPORT
FRAME.
ANCHOR SPACING:
ANCHOR HOLES ARE PRE -PUNCHED IN THE BASE RAILS.
ANCHOR HOLES ARE S" FROM EACH POST ON 4' OR 5'
ON CENTER FRAME ASCTIONS. ON 4 1/2' ON CENTER
2.00 FRAME SACTIONS, THERE WILL BE ONE HOLE THAT IS 11"
FROM THE POST. ALL OTHER HOLES WILL BE 5' FROM EACH
POST.
GENERAL NOTES
1. MAXIMUM ALLOWABLE SOIL BEARING PRESSURE IS AS
FOLLOWS: IODO PSF MINIMUM. OWNER TO VERIFY THAT SOIL
IS STABLE AND COMPACTED TO A MINIMUM OF 90%
RELATIVE OPTIMUM VALUE.
2. MAXIMUM SIZE AGGREGATE SHALL BE AS FOLLOWS: I" DIA.
3. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS
SHALL BE AS FOLLOWS: 2500 PSI
4. PLACE REINFORCEMENTS AT MID THICKNESS FOR SLABS ON THE GROUND
4" CONCRETE SLAB.
2,500 PSI CONCRETE.
m
c
R
A
UNl6i O1HERwB SPECIFIED
DIMEN90N5 ARE IN INCHE3 D ND, NAND,LLY D, . VERSATUBE BUILDING SYSTEMS
TOLERANCES ARE
-N, DECINALsAvclES DATE
Rx• R. APPPUNG 1/18/0WEDGE ANCHOR
DETAIL 1/2"X51/2"
RAR a� ON W SLAB
gE D —ND VD-WA.SX5.5 2S
DO NOT SCALE DRAWING •1 E-,^„
0
0
�N ,•�9 c'o
°u� '°•.°�°,� cit
G Q
Ver aTubeQ
BUILDING SYSTEM
WHEN ATTACHING A WALK/ACCESS DOOR, GARAGE DOORS OR WINDOWS TO A
VERSATUBE STEEL FRAME YOU WILL NEED TO FOLLOW THE DOOR OR WINDOW
MANUFACTURERS ASSEMBLY INSTRUCTIONS. ADDITIONAL ASSEMBLY HINTS ARE
PROVIDED IN YOUR ASSEMBLY INSTRUCTION MANUAL.
THE SCREWS PROVIDED OR RECOMMENDED BY THE DOORNVINDOW MANUFACTURER
TO MOUNT THE DOOR OR WINDOW TO A WOOD FRAME WILL HAVE TO BE REPLACED
BY THE FOLLOWING VERSATUBE RECOMMENDED SCREWS TO MOUNT DOORS AND
WINDOWS TO A VERSATUBE STEEL FRAME.:
PRE -HUNG METAL WALK/ASSESS DOORS WITH METAL FRAMES:
#12-14 SELF -DRILLING SCREWS. PAN HEAD, PHILLIPS DRIVE OR HEX HEAD, ZINC
PLATED OR POWDER COATED SCREWS. THE SCREW MUST BE LONG ENOUGH TO
PENETRATE THE STEEL BUILDING FRAME AT LEAST 5/8" OR 4 SCREW THREADS.
PRE -HUNG WOOD OR METAL WALK/ACCESS DOORS WITH WOOD FRAMES:
#12-14 WOOD TO METAL SELF -DRILLING SCREWS, PAN HEAD, PHILLIPS DRIVE.
A STANDARD #12 SELF -DRILLING SCREW CAN BE USED IF YOU PRE -DRILL A W HOLE
THROUGH THE WOOD DOOR JAMB (NOT THE STEEL FRAME) AT EACH MOUNTING
POINT PRIOR TO INSTALLING THE SCREW INTO THE STEEL BUILDING FRAME. THE
SCREW MUST BE LONG ENOUGH TO PENETRATE THE STEEL BUILDING FRAME AT
LEAST 5/8" OR 4 SCREW THREADS.
GARAGE DOORS:
GARAGE DOOR TRACK BRACKETS OR CHANNELS ARE USUALLY ATTACHED TO A
WOOD DOORFRAME WITH 5/16" X 1 5/8" LAG SCREWS. TO ATTACH THE TRACK
BRACKETS OR CHANNELS TO A VERSATUBE STEEL FRAME USE #12-14 OR #1/4-14 or
W-20 X %" OR 1" LONG, HEX DRIVE, SELF -DRILLING SCREWS. IF THE SCREWS ARE
INSTALLED IN THE HOLES PROVIDED FOR THE 5/16" LAG SCREWS, WE RECOMMEND
THAT A W FLAT WASHER BE USED UNDER THE HEAD OF THE SCREW UNLESS YOU
ARE USING A WASHER HEAD SCREW.
WINDOWS:
IF YOUR WINDOW IS MOUNTED WITH SCREWS THROUGH A NAILING FLANGE, USE
#10-24 X 3/", 7/8" OR 1" PAN HEAD, PHILLIPS DRIVE, SELF -DRILLING SCREWS IN PLACE
OF THE SCREWS PROVIDED OR RECOMMENDED BY THE WINDOW MANUFACTURER.
IF THE WINDOW INSTALLATION CALLS FOR SCREWS THROUGH THE WINDOW JAMBS
OR FRAME, SUBSTITUTE A SELF -DRILLING SCREW OF THE SAME SIZE OR LARGER. THE
SCREW MUST BE LONG ENOUGH TO PENETRATE THE STEEL FRAME AT LEAST 5/8" OR
4 SCREW THREADS.
NOTE: THE RECOMMENDED FASTENERS FOR STEEL FRAMES HAVE GREATER SHEER
AND PULL OUT VALUES THAN THE WOOD SCREWS USED TO MOUNT DOORS AND
WINDOWS TO WOOD FRAMES.
REV: 1-19-04
CALCULATIONS
FOR:
VERSATUBE BUILDING SYSTEMS
SCOTT WALTER
24' X 36'-2" X 12.5'
4' BAY SPACE
DATE:
January 22, 2007
PREPARED BY:
STEPHEN P. MASLAN, P.E.
STEPHEN P. MASLAN & CO.
KANSAS CITY, MISSOURI
:3,m 17
JAN 2 3 2007
VERSATUBE BUILDING SYSTEMS
SEISMIC
R= 3.5 Sms= 0.688 V= 24
Ss= 0.4 1 Sds= 0.4587
Fa= 1.6 W=F.152
RAFTER/POST DESIGN
P= 2.830
M= 1.673
L= 2
R= 1.1026
Cc= 97.7
(fa/Fa)+(fb/36(1-(fa/F'ex)))= 1 1.0
A=
0.7247
SCOTT WALTER
Sx=
0.6185
24'X 36'-2" X 12.5'@4'0.C.
Ca= 0.552
BAY SPACE=
Fy=
i60
F'ex= 315.18
LOADS
LOAD
BAY SPACE
UNIF. LOAD
DL=
2
4
8 PLF
LL=
30
4
120 PLF
WL=
85
EXP B
BAY
EXP. # IBC
LOADS
ROOF WINDWARD
4
1.00
9.6
38 VERT.
ROOF LEEWARD
4
1.00
6.9
28 VERT.
ROOF WINDWARD
4
1.00
2.7
11 HORIZ
WALL WINDWARD
4
1.00
9.6
38 HORIZ
SEISMIC
R= 3.5 Sms= 0.688 V= 24
Ss= 0.4 1 Sds= 0.4587
Fa= 1.6 W=F.152
RAFTER/POST DESIGN
P= 2.830
M= 1.673
L= 2
R= 1.1026
Cc= 97.7
(fa/Fa)+(fb/36(1-(fa/F'ex)))= 1 1.0
A=
0.7247
fa= 3.91
Sx=
0.6185
fb= 32.46
Ca= 0.552
Fa= 33.1
Fy=
i60
F'ex= 315.18
I/r=
21.77
<1
CHORD TIE Pt= 2.505
Ft= 8.70
(Ft+Fb)/30= 0.32 <1
RESULTANT
40 DIA.
USE 2X3X14GA
60 KSI STEEL
M= 0.025
Fb= 0.87
USE 2X2X15GA
50 KSI TRUSS BRACE
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' @4'OC 30LL 85MPH EXP B
*** INITIALIZING DATA ***
Job Description: SCOTT WALTER
Frame Description: 24'X36' -2"X12.5' @4'OC 30LL 85MPH EXP B
Structure Parameters Analysis Options
Members ........... 45 Linear Elastic Analysis
Joints ............ 44 Imperial Units
Springs ........... 0 Bandwidth Optimization
Sections .......... 3 Load Case 1 specified as self -weight
Materials ......... 2
Load Cases ........ 4
Load Combinations . 3
User Name: SPM
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
SPM
Page 1
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH 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
8.8177
1
1
1
6
.1875
9.3542
1
1
1
7
.6615
9.6667
1
1
1
8
1.3021
9.8229
1
1
1
9
1.5
9.875
1
1
1
10
1.9427
9.9844
1
1
1
11
3.8802
10.4688
1
1
1
12
5.8229
10.9531
1
1
1
13
7.7604
11.4427
1
1
1
14
9.7031
11.9271
1
1
1
15
11.7865
12.4479
1
1
1
16
12
12.5
1
1
1
17
12.2135
12.4479
1
1
1
18
14.2969
11.9271
1
1
1
19
16.2396
11.4427
1
1
1
20
18.1771
10.9531
1
1
1
21
20.1198
10.4688
1
1
1
22
22.0573
9.9844
1
1
1
23
22.5
9.875
1
1
1
24
22.6979
9.8229
1
1
1
25
23.3385
9.6667
1
1
1
26
23.8125
9.3542
1
1
1
27
24
8.8177
1
1
1
28
24
7.5
1
1
1
29
24
5.5
1
1
1
30
24
3.5
1
1
1
31
24
1.5
1
1
1
32
20.5
9.6667
1
1
1
33
3.5
9.6667
1
1
1
34
5.5
9.6667
1
1
1
35
7.5
9.6667
1
1
1
36
9.5
9.6667
1
1
1
37
11.5
9.6667
1
1
1
38
12
9.6667
1
1
1
39
12.5
9.6667
1
1
1
40
14.5
9.6667
1
1
1
41
16.5
9.6667
1
1
1
42
18.5
9.6667
1
1
1
43
0
0
0
0
0
44
24
0
0
0
0
Note: Degree of Freedom: 0=restrained 1=free j=coupled to joint 'j'
P -FRAME Linear Elastic analysis results
SPM
Page 2
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' C4'OC 30LL 85MPH EXP B
Dec. Database
40. Code Name
1 211x3" 14 GA 65 KSI RAFTER/POST
2 1 1/2" SQ 18 GA 50 KSI TIE
3 2" SQ 15 GA 65 KSI COLLAR
Plastic Moment
Capacity (K -ft)
I1
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 ***
*** SECTION PROPERTY
DATA ***
Shearmod
-ec
X -sectional
Mom.
Inertia Shear Area
Section Mod
fo.
Area (in2)
(in4)
(in2)
(in3)
1
.7247
.9277
.7247
.6185
2
.299
.1047
.299
.14
3
.288
.3445
.288
.3445
Dec. Database
40. Code Name
1 211x3" 14 GA 65 KSI RAFTER/POST
2 1 1/2" SQ 18 GA 50 KSI TIE
3 2" SQ 15 GA 65 KSI COLLAR
Plastic Moment
Capacity (K -ft)
I1
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.
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.
P -FRAME Linear Elastic analysis results
SPM
Page 3
Str No. 44
22 Jan 07 2:58 pm
*** MATERIAL PROPERTY DATA ***
Material
Youngmod
Shearmod
Density
Coeff Exp
Fy Yield
Number
(ksi)
(ksi)
(K/ft3)
(/F*1.E-6)
(ksi)
1
30000
12000
.49
6.5
60
2
30000
12000
.49
6.5
50
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.
P -FRAME Linear Elastic analysis results
SPM
Page 3
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH EXP B
*** 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
1.3177
5
5
6
1
1
1
1
1
.5683
6
6
7
1
1
1
1
1
.5677
7
7
8
1
1
1
1
1
.6594
8
8
9
1
1
1
1
1
.2046
9
9
10
1
1
1
1
1
.4560
10
10
11
1
1
1
1
1
1.9971
11
11
12
1
1
1
1
1
2.0022
12
12
13
1
1
1
1
1
1.9984
13
13
14
1
1
1
1
1
2.0022
14
14
15
1
1
1
1
1
2.1475
15
15
16
1
1
1
1
1
.2198
16
16
17
1
1
0
1
1
.2198
17
17
18
1
1
1
1
1
2.1475
18
18
19
1
1
1
1
1
2.0022
19
19
20
1
1
1
1
1
1.9984
20
20
21
1
1
1
1
1
2.0022
21
21
22
1
1
1
1
1
1.9971
22
22
23
1
1
1
1
1
.4560
23
23
24
1
1
1
1
1
.2046
24
24
25
1
1
1
1
1
.6594
25
25
26
1
1
1
1
1
.5677
26
26
27
1
1
1
1
1
.5683
27
27
28
1
1
1
1
1
1.3177
28
28
29
1
1
1
1
1
2.
29
29
30
1
1
1
1
1
2.
30
30
31
1
1
1
1
1
2.
31
7
33
3
2
0
1
1
2.8385
32
33
34
3
2
1
1
1
2.
33
34
35
3
2
1
1
1
2.
34
35
36
3
2
1
1
1
2.
35
36
37
3
2
1
1
1
2.
36
37
38
3
2
1
1
1
.5
37
38
39
3
2
1
1
1
.5
38
39
40
3
2
1
1
1
2.
39
40
41
3
2
1
1
1
2.
40
41
42
3
2
1
1
1
2.
41
32
42
3
2
1
1
1
2.
42
25
32
3
2
0
1
1
2.8385
43
16
38
2
2
0
0
1
2.8333
44
1
43
1
1
1
1
1
1.5
45
31
44
1
1
1
1
1
1.5
P -FRAME Linear Elastic analysis results
SPM
Page 4
a
Str No. 44
22 Jan 07 2:58 pm
I
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' @4'OC 30LL 85MPH EXP B
Dtes:
Member End Types: 1=fixed (rigid connection) 0=pinned (pinned connection).
Attribute Type 0 indicates that the member has been deleted.
P -FRAME Linear Elastic analysis results
SPM
Page 5
Str No. 44
22 Jan 07 2:58 pm
*** MEMBER LOAD DATA ***
load case 2 - member distributed loads
Rec Mem Sloped UDL Proj. UDL Local UDL
No. No. K/ft slope K/ft horiz k/ft perp
1 21 0 -.008 0
2 20 0 -.008 0
3 19 0 -.008 0
4 18 0 -.008 0
5 17 0 -.008 0
6 14 0 -.008 0
7 13 0 -.008 0
8 12 0 -.008 0
9 11 0 -.008 0
10 10 0 -.008 0
11 16 0 -.008 0
12 15 0 -.008 0
13 7 0 -.008 0
14 24 0 -.008 0
15 9 0 -.008 0
16 8 0 -.008 0
17 22 0 -.008 0
18 23 0 -.008 0
19 6 0 -.008 0
20 25 0 -.008 0
load case 3 - member distributed loads
Rec Mem Sloped UDL Proj. UDL Local UDL
No. No. K/ft slope K/ft horiz k/ft perp
1 7 0 -.12 0
2 10 0 -.12 0
3 11 0 -.12 0
4 12 0 -.12 0
5 13 0 -.12 0
6 14 0 -.12 0
P -FRAME Linear Elastic analysis results
SPM
Page 6
Local UDL
Triangular
STEPHEN P. MASLAN & CO.
K/ft parll
K/ft @ GJ
SCOTT WALTER
0
0
24'X36' -2"X12.5' @4'OC 30LL 85MPH EXP B
0
0
*** LOAD INITIALIZING DATA ***
load
# loaded
# support # loaded describe
case
joints
settlemnts members load case
1
0
0 0 SELF WEIGHT
2
0
0 20 DEAD LOAD 2 PSF
3
0
0 33 LIVE LOAD 30 PSF
4
0
0 39 WIND LOAD 85 MPH EXP B
Note:
Load Case 1
specified as self -weight. Joint and Member load data for
0
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
No. No. K/ft slope K/ft horiz k/ft perp
1 21 0 -.008 0
2 20 0 -.008 0
3 19 0 -.008 0
4 18 0 -.008 0
5 17 0 -.008 0
6 14 0 -.008 0
7 13 0 -.008 0
8 12 0 -.008 0
9 11 0 -.008 0
10 10 0 -.008 0
11 16 0 -.008 0
12 15 0 -.008 0
13 7 0 -.008 0
14 24 0 -.008 0
15 9 0 -.008 0
16 8 0 -.008 0
17 22 0 -.008 0
18 23 0 -.008 0
19 6 0 -.008 0
20 25 0 -.008 0
load case 3 - member distributed loads
Rec Mem Sloped UDL Proj. UDL Local UDL
No. No. K/ft slope K/ft horiz k/ft perp
1 7 0 -.12 0
2 10 0 -.12 0
3 11 0 -.12 0
4 12 0 -.12 0
5 13 0 -.12 0
6 14 0 -.12 0
P -FRAME Linear Elastic analysis results
SPM
Page 6
Local UDL
Triangular
Thermal
K/ft parll
K/ft @ GJ
Change (F)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Local UDL Triangular Thermal
K/ft parll K/ft @ GJ Change (F)
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH EXP B
)ad case 3 - member distributed loads
�c Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular Thermal
.). No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F)
7
15
0
-.12
0
0
0
0
8
16
0
-.12
0
0
0
0
9
17
0
-.12
0
0
0
0
10
18
0
-.12
0
0
0
0
11
19
0
-.12
0
0
0
0
12
20
0
-.12
0
0
0
0
13
21
0
-.12
0
0
0
0
14
24
0
-.12
0
0
0
0
15
9
0
-.12
0
0
0
0
16
8
0
-.12
0
0
0
0
17
23
0
-.12
0
0
0
0
18
22
0
-.12
0
0
0
0
.oad case
4 - member
distributed
loads
tec
Mem
Sloped UDL
Prod. UDL
Local UDL
Local UDL
Triangular
Thermal
To.
No.
K/ft slope
K/ft horiz
k/ft perp
K/ft parll
K/ft @ GJ
Change (F)
1
7
0
0
.04
0
0
0
2
10
0
0
.04
0
0
0
3
11
0
0
.04
0
0
0
4
12
0
0
.04
0
0
0
5
13
0
0
.04
0
0
0
6
14
0
0
.04
0
0
0
7
15
0
0
.04
0
0
0
8
16
0
.028
0
0
0
0
9
17
0
.028
0
0
0
0
10
18
0
.028
0
0
0
0
11
19
0
.028
0
0
0
0
12
20
0
.028
0
0
0
0
13
21
0
.028
0
0
0
0
14
24
0
.028
0
0
0
0
17
4
0
0
-.038
0
0
0
18
3
0
0
-.038
0
0
0
19
1
0
0
-.038
0
0
0
20
2
0
0
-.038
0
0
0
23
9
0
0
.04
0
0
0
24
8
0
0
.04
0
0
0
25
22
0
.028
0
0
0
0
26
23
0
.028
0
0
0
0
27
6
0
0
.04
0
0
0
35
5
0
0
-.038
0
0
0
37
25
0
.028
0
0
0
0
38
44
0
0
.038
0
0
0
P -FRAME Linear Elastic analysis results
SPM
Page 7
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' @4'OC 30LL 85MPH EXP B
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
P -FRAME Linear Elastic analysis results
SPM
Page 8
Str No. 44
22 Jan 07 2:58 pm
***
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
SPM
Page 8
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' @4'OC 30LL 85MPH EXP B
*** SUPPORT REACTIONS ***
Dad Case Results
Joint
Load
X -Reaction
Number
Case
(kips)
43
1
.007
-.911
2
.019
.066
3
.279
44
4
-.303
44
1
-.007
2
-.019
3
-.279
4
.073
,oad Combination Results
Joint
Load
X -Reaction
Number
Combination
(kips)
43
1
.305
-.911
2
-.287
.066
3
.008
44
1
-.305
-.372
2
.058
3
-.181
Y -Reaction
Z -Reaction
(kips)
(K -ft)
.066
-.023
.094
-.061
1.361
-.911
-.424
.673
.066
.023
.094
.061
1.361
.911
-.372
-.249
Y -Reaction
Z -Reaction
(kips)
(K -ft)
1.521
-.996
-.327
.623
.863
-.263
1.521
.996
-.276
-.198
.902
.581
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
SPM
Page 1
Str No. 44
22 Jan 07 2:58 pm
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH 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
1.517
-.305
-.538
-1.512
.305
-.073
2
-.330
.230
.234
.333
-.154
.150
3
.859
-.051
-.218
-.854
.108
.059
2
1
1.512
-.305
.073
-1.507
.305
-.683
2
-.333
.154
-.150
.336
-.078
.383
3
.854
-.108
-.059
-.850
.165
-.214
3
1
1.507
-.305
.683
-1.503
.305
-1.294
2
-.336
.078
-.383
.339
-.002
.464
3
.850
-.165
.214
-.845
.222
-.601
4
1
1.503
-.305
1.294
-1.499
.305
-1.696
2
-.339
.002
-.464
.341
.048
.434
3
.845
-.222
.601
-.841
.260
-.918
5
1
1.516
.206
1.696
-1.515
-.206
-1.579
2
-.306
-.157
-.434
.306
.179
.338
3
.880
.032
.918
-.879
-.016
-.905
6
1
1.079
1.083
1.579
-1.077
-1.078
-.966
2
-.135
-.328
-.338
.137
.308
.157
3
.689
.545
.905
-.686
-.558
-.591
7
1
2.920
.817
.966
-2.900
-.736
-.454
2
-.529
-.215
-.157
.530
.193
.023
3
1.740
.438
.591
-1.725
-.395
-.317
8
1
2.913
.683
.454
-2.907
-.658
-.317
2
-.533
-.183
-.023
.533
.176
-.014
3
1.732
.364
.317
-1.727
-.351
-.243
9
1
2.896
.702
.317
-2.883
-.646
-.009
2
-.531
-.184
.014
.531
.169
-.095
3
1.721
.377
.243
-1.710
-.347
-.078
10
1
2.884
.638
.009
-2.823
-.393
1.020
2
-.532
-.167
.095
.535
.099
-.361
3
1.711
.343
.078
-1.664
-.214
.477
11
1
2.823
.395
-1.020
-2.761
-.148
1.564
2
-.535
-.100
.361
.538
.032
-.493
3
1.664
.215
-.477
-1.617
-.085
.778
12
1
2.762
.140
-1.564
-2.700
.106
1.598
2
-.538
-.030
.493
.541
-.038
-.484
3
1.617
.080
-.778
-1.569
.049
.809
P -FRAME
Linear Elastic
analysis
results
Str No. 44
SPM
22 Jan 07
2:59 pm
Page 1
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36'-21IX12.5' @4'OC 30LL 85MPH EXP B
oad
Combination Results
em
Load
Axial @ LJ Shear @ LJ
BM @ LJ
Axial @ GJ
Shear @ GJ
BM @ GJ
o.
Comb
(kips)
(kips)
(K -ft)
(kips)
(kips)
(K -ft)
3
1
2.700
-.097
-1.598
-2.639
.343
1.157
2
-.541
.036
.484
.544
-.105
-.343
3
1.569
-.044
-.809
-1.522
.173
.592
4
1
2.639
-.345
-1.157
-2.573
.609
.134
2
-.544
.105
.343
.547
-.178
-.039
3
1.522
-.174
-.592
-1.471
.313
.069
_5
1
2.576
-.594
-.134
-2.569
.621
0.000
2
-.548
.175
.039
.548
-.182
0.000
3
1.473
-.305
-.069
-1.468
.319
0.000
L6
1
2.569
.621
0.000
-2.576
-.594
.134
2
-.568
-.102
0.000
.569
.097
-.022
3
1.453
.380
0.000
-1.457
-.363
.082
17
1
2.573
.609
-.134
-2.639
-.345
1.157
2
-.569
-.100
.022
.580
.056
-.190
3
1.455
.371
-.082
-1.495
-.211
.707
18
1
2.639
.343
-1.157
-2.700
-.097
1.598
2
-.580
-.056
.190
.590
.015
-.261
3
1.495
.210
-.707
-1.533
-.060
.976
19
1
2.700
.106
-1.598
-2.762
.140
1.564
2
-.590
-.017
.261
.600
-.024
-.255
3
1.532
.065
-.976
-1.570
.085
.956
20
1
2.761
-.148
-1.564
-2.823
.395
1.020
2
-.600
.026
.255
.610
-.066
-.163
3
1.570
-.090
-.956
-1.607
.240
.626
21
1
2.823
-.393
-1.020
-2.884
.638
-.009
2
-.610
.066
.163
.620
-.107
.010
3
1.607
-.239
-.626
-1.645
.388
0.000
22
1
2.883
-.646
.009
-2.896
.702
-.317
2
-.620
.108
-.010
.622
-.118
.061
3
1.644
-.393
0.000
-1.652
.427
-.187
23
1
2.907
-.658
.317
-2.913
.683
-.454
2
-.624
.108
-.061
.625
-.112
.084
3
1.659
-.402
.187
-1.663
.417
-.271
24
1
2.900
-.736
.454
-2.920
.817
-.966
2
-.623
.124
-.084
.626
-.137
.170
3
1.655
-.447
.271
-1.667
.497
-.582
25
1
1.077
-1.078
.966
-1.079
1.083
-1.579
P -FRAME
Linear Elastic
analysis
results
Str No. 44
SPM
22 Jan
07 2:59 pm
Page 2
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH 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)
2
-.202
.202
-.170
.208
-.210
.287
3
.637
-.638
.582
-.634
.634
-.943
26
1
1.515
-.206
1.579
-1.516
.206
-1.696
2
-.293
.041
-.287
.292
-.041
.310
3
.889
-.119
.943
-.890
.120
-1.011
27
1
1.499
.305
1.696
-1.503
-.305
-1.294
2
-.289
-.058
-.310
.287
.058
.234
3
.880
.181
1.011
-.883
-.181
-.773
28
1
1.503
.305
1.294
-1.507
-.305
-.683
2
-.287
-.058
-.234
.284
.058
.119
3
.883
.181
.773
-.888
-.181
-.412
29
1
1.507
.305
.683
-1.512
-.305
-.073
2
-.284
-.058
-.119
.281
.058
.004
3
.888
.181
.412
-.893
-.181
-.051
30
1
1.512
.305
.073
-1.517
-.305
.538
2
-.281
-.058
-.004
.278
.058
-.112
3
.893
.181
.051
-.898
-.181
.310
31
1
-2.338
.007
0.000
2.338
-.004
.016
2
.518
.002
0.000
-.518
0.000
.003
3
-1.321
.006
0.000
1.321
-.003
.012
32
1
-2.338
.004
-.016
2.338
-.002
.022
2
.518
0.000
-.003
-.518
.001
.002
3
-1.321
.003
-.012
1.321
-.001
.016
33
1
-2.338
.002
-.022
2.338
0.000
.024
2
.518
-.001
-.002
-.518
.002
-.001
3
-1.321
.001
-.016
1.321
.001
.016
34
1
-2.338
0.000
-.024
2.338
.002
.023
2
.518
-.002
.001
-.518
.003
-.006
3
-1.321
-.001
-.016
1.321
.003
.012
35
1
-2.338
-.002
-.023
2.338
.004
.017
2
.518
-.003
.006
-.518
.004
-.014
3
-1.321
-.003
-.012
1.321
.005
.004
36
1
-2.338
-.004
-.017
2.338
.004
.015
2
.518
-.004
.014
-.518
.005
-.016
3
-1.321
-.005
-.004
1.321
.005
.002
37
1
-2.338
.004
-.015
2.338
-.004
.017
2
.518
.005
.016
-.518
-.004
-.014
P -FRAME
Linear Elastic
analysis
results
Str No. 44
SPM
22 Jan
07 2:59 pm
Page 3
STEPHEN P. MASLAN & CO.
SCOTT WALTER
24'X36' -2"X12.5' @4'OC 30LL 85MPH EXP B
oad Combination Results
gem
Load
Axial @ LJ
Shear @ LJ
BM @ LJ
Axial @ GJ
Shear @ GJ
BM @ GJ
fo.
Comb
(kips)
(kips)
(K -ft)
(kips)
(kips)
(K -ft)
3
-1.321
.005
-.002
1.321
-.005
.004
8
1
-2.338
.004
-.017
2.338
-.002
.023
2
.518
.004
.014
-.518
-.003
-.006
3
-1.321
.005
-.004
1.321
-.003
.012
39
1
-2.338
.002
-.023
2.338
0.000
.024
2
.518
.003
.006
-.518
-.002
-.001
3
-1.321
.003
-.012
1.321
-.001
.016
10
1
-2.338
0.000
-.024
2.338
.002
.022
2
.518
.002
.001
-.518
-.001
.002
3
-1.321
.001
-.016
1.321
.001
.016
41
1
-2.338
-.004
.016
2.338
.002
-.022
2
.518
0.000
.003
-.518
-.001
-.002
3
-1.321
-.003
.012
1.321
.001
-.016
42
1
-2.338
-.007
0' 0
if' `� `i2 %A
.004
-.016
2
.518
-.002
0. 0
✓ 8
0.000
-.003
3
-1.321
-.006
0.000
1.321
.003
-.012
43
1
-.011
0.000
0.000
.008
0.000
0.000
2
-.011
0.000
0.000
.010
0.000
0.000
3
-.014
0.000
0.000
.011
0.000
0.000
44
1
1.517
-.305
.538
-1.521
.305
-.996
2
-.330
.230
-.234
.327
-.287
.623
3
.859
-.051
.218
-.86�
.008
-.263
45
1
1.517
.305
-.538
-1.521
-.305
.996
2
-.278
-.058
.112
.276
.058
-.198
3
.898
.181
-.310
-.902
-.181
.581
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. 44
SPM 22 Jan 07 2:59 pm
Page 4
� qy
I
II
PROVIDE DIAGRAMS AND II
ENGINEERING LAYOUTS FOR II'
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
T FIELD INSPECTION CORRECTION:
Ib
.�vAft
REVIEWED FOR C E COMPLIANCE I I
SPOKANE VALLEY L!ILDI G DIVISION