2006, 03-23 Permit App: 06000993 GarageProject Number: 06000993 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 03/23/2006 Page 1 of 2
Project Information:
Permit Use: 30 X 40 DETACHED GARAGE
Setbacks: Front
Left: Right: Rear:
Site Information:
Plat Key: 000000 Name: unknown
Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C - S - Z: SPOKANE, WA 99214-0991
Phone: (509) 921-1300
Group Name:
Project Name:
District: F
Parcel Number: 45281.1902 Block:
SiteAddress: 11619 E SUNVIEW CIR
Location:: CSV
Zoning: B-1
Water District:
Neighborhood Business
Area: 1,805.00 Acres
Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Lot:
Owner: Name: MALMBORG, KENTON A & CAR
Address: 11619 E SUNVIEW CIR
SPOKANE VALLEY, WA 99206-70
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
Released By:
Landuse/Zoning/HE Conditions
Released By:
Sewer Review
Permits:
Originally Released: 03/23/2006 By: cjjanssen
Released By:
Originally Released: 03/23/2006 By: cjjanssen
Operator: CJJ Printed By: CJJ Print Date: 03/23/2006
Project Number: 06000993 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 03/23/2006 Page 2 of 2
Building Permit
Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE
Address: PO BOX 14991 Phone: (509) 921-1300
SPOKANE, WA 99214-0991
This Application: Total Project:
Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation
GARAGE U-1 VB 1,200 $22,800.00 1,200 $22,800.00
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Notes:
Payment Summary
Permit Type
Building Permit
Totals: 1,200 $22,800.00 1,200 $22,800.00
Units Unit Desc
1 SELECT
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$363.25
$90.81
$4.50
$458.56
Fee Amount Invoice Amount Amount Paid Amount Owing
$458.56 $458.56 $0.00 $458.56
$458.56 $458.56 $0.00 $458.56
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: CJJ Printed By: CJJ Print Date: 03/23/2006
S!�1ne
VaiIey
r /)
BUILDING PERMIT APPLICATION WORKSHEET
City ofiSjpokan! (alley Community Development Department
Building Division
11707 E. Sprague Avenue, Suite 106
Spokane Valley, WA 99206
one: (509) 688-0036; Fax: (509) 688-0037
1
REQUIRED SITE INFORMATION
Street Address: f 1((4,1 ��►�� ��� ���'�
Assessor's Tax Parcel Number(s):
Legal Description:
PERMIT DESCRIPTION: -10 (C�`�= I -, t / ' (3E
g Building Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home
❑ Relocation ❑ Tenant Improvement ❑ Fire Safety ❑ Other
OWNER/APPLICANT INFORMATION
❑ Owner: .K.,,a- AcJi,,,boyl ❑ Applicant:
Phone: c61 —7os6 Fax: Phone: Fax:
Address: i I G t ? E , 5,._ -Kos ek.,, C-#-. Address:
D 06-6-tiz.o4,
ty k.� COwA State Zip Code City State Zip Code
Contractor: Face,':6.4.S4ez( 1/4.5, -.1,,,,i -,,ref .<... 0 Architect:
Phone: X12.1-1300 Fax: ciz 1 -4.7 Le Phone: Fax:
Address: P o . ea.,( Address:
C State Zip Code City
WA State Contractor License #: XCi4 LSS cXOQB Contact:
State Zip Code
Spokane Valley Bus. Liscense #: Contact:
HEIGHT TO PEAK: ,
1MAIN
DIMENSIONS:
# OF STORIES:
FLOOR TO SQ. FTG:
2"" FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
FINISHED BASEMENT SQ. FTG:
GARAGE SQ. FTG:
( ZOO
DECK/COV. PATIO SQ. FTG:
OCCUPANCY GROUP:
.Dc S4c) r c� e_
CONSTRUCTION TYPE:
.•
Pa s+r w�
HEAT SOURCE:
# OF BEDROOMS:
TOTAL HABITABLE SPACE:
IMPERVIOUS SURFACE AREA:
COST OF PROJECT:
30% SLOPES ON PROPERTY:
SEWER OR ON-SITE SEPTIC
SYSTEM?
MANUFACTURED HOME
Width:
Manufacturer:
Length:
Year:
Pit Set:
RELOCATION
Previous Address:
Proposed Use:
FIRE SAFETY
Fire Sprinkler:
Tent:
# of Heads: Fire Alarm:
Paint Booth:
Fireworks Display: Blasting: Date/Time:
Valuation: Above/Underground Storage Tank Size:
WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE
Plans Examiner:
Address:
Phone:
Fax:
City State
Inspector: Phone: Fax:
Address:
Zip
City
State
Zip
SPECIAL INSPECTIONS
❑ BOLTING ❑ CONCRETE
Firm Name:
❑ REINFORCEMENT
Phone:
Inspector(s):
Fax:
❑ WELDING
DISCLAIMER
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.
Ownership of resulting development rights granted by any issued permit'. e to the prop y owner.
Print Name cu^ -1 L '- ,& Signature _`� , / �i<< _
I
Method of Payment: (Faxed permit applications will only be accepted with major bankcard)
❑ Cash ❑ Check ❑ Mastercard
Bankcard #:
Authorized Signature:
El VISA
Expires:
VIN#:
❑ Other
12
43
1oZ
PLANNING DEPT. APPROVED
BY.C,ti
DATE l'2 LtC
11
33
S � I •43 Cou R. C
21
m
PURLIN CONNECTION METHODS!
A). PURLINS MAY BE HUNG .
NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CHORD
®i INTERIOR FRAME WOOD POSTS, SEE FACES W/ STD,
POST SCHEDULE THIS SHEET SIMPSON JOIST HANGERS
GABLE WALL POSTS - 6' X 6' TYPICAL OR EQUAL,
DOOR POSTS - 4' X 6' TYPICAL B), PURLINS MAY BE
FOOTING DIMENSIONS, B + i' 8'1 D = 3' 0' BUTTED AND NAILED
MAXIMUM POST SPACING 12' 0' W/(2) NAILS
INTO EACH PURLIN,
Q PURLINS @ 24' O.C., BEARING OR C). PURLINS MAY BE
JOIST HANGERS (TYPICAL) LAPPED ANDNAILED -
W/(3) 16dNAILS, SZ c'"
_ w SPANS 12' TO 60' Nq j�jNG
ON CONNECTION METHODS
0 w 'B' AND 'C', TOENAIL
J ti BACK SIDE OF PURLINS8
a - DOUBLE TRUSSES W/0) 16d NAIL INTO
10 y 0 EACH TOP CHORD MEMBER
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N.T.S.
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---
TRUSS DESIGN BY TRUSS MANUFACTURER
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NOTES FOR SECTION A -A
PURLIN SUPPORT STRUT 2' X 6' X FULL
C3
Sl TYPICAL SEE FLOOR
DEPTH OF TOP CHORD PLUS PURLIN,
SPACING
PLAN FOR SRZIEN,
NAIL PURLINS W/(3) 16d NAILS
1� LiS2
TRUSS DESIGN BY OTHERS
0
Z D
Q3 2' X 6' @ 24' O.C., 10' BAYS
H
F -W
2'X6'@ 24'0,C., 12'
=
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C3 U
S4 CONCRETE FOOTING, SEE SCHEDULE
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N
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POST, SEE POST/FOOTING SCHEDULE,
1120
ROOF FASTENED TO PURLINS WITH
4 - 10d NAILS
ti
1 1/2' LONG WOODFAST TEKS.
SOLID BLOCKING AT CONNECTION POINTS,
WALL? FASTENED TO
SB
TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
----
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IRTSSWITH V LONG
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N
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----------
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5 - 3/4' 0 M, BOLT @ BOLTING BLOCK -
50'
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6 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
60'
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26
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LIVE LOAD
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CONCRETE
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SINGLE TRUSS
PLAN VIEW
N.T.S.
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.T.S.
Sg HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
S6 TREATED 2' X 6' BOTTOM GIRT
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
9TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
S2
IB S4 I
-�
S1
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
NOTES FOR FOOTING DETAIL
IS1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
@3 UNDISTURBED SOIL
T
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TRUSS DESIGN BY TRUSS MANUFACTURER
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NOTES FOR SECTION A -A
PURLIN SUPPORT STRUT 2' X 6' X FULL
C3
Sl TYPICAL SEE FLOOR
DEPTH OF TOP CHORD PLUS PURLIN,
SPACING
PLAN FOR SRZIEN,
NAIL PURLINS W/(3) 16d NAILS
1� LiS2
TRUSS DESIGN BY OTHERS
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Q3 2' X 6' @ 24' O.C., 10' BAYS
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F -W
2'X6'@ 24'0,C., 12'
=
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DF -L #2 GIRTS FLAT @ 24 O.C,
SIDE OF POST WITH 4 - 16d NAILS
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S4 CONCRETE FOOTING, SEE SCHEDULE
ON TOP NAILING BLOCK
N
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POST, SEE POST/FOOTING SCHEDULE,
1120
ROOF FASTENED TO PURLINS WITH
4 - 10d NAILS
ti
1 1/2' LONG WOODFAST TEKS.
SOLID BLOCKING AT CONNECTION POINTS,
WALL? FASTENED TO
SB
TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
----
_a2A -
S9
2' X 6' OR 2' X 8' EAVE GIRT
IRTSSWITH V LONG
l0
KNEE BRACE, IF REQ'D. SEE POST SCHEDULE
21'•
WOODFAST TEKS.
NO I
11
2- X 6- X 24' OR 2' X 8' X 24' BLOCK
6-0"
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.T.S.
Sg HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
S6 TREATED 2' X 6' BOTTOM GIRT
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
9TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
S2
IB S4 I
-�
S1
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
NOTES FOR FOOTING DETAIL
IS1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
@3 UNDISTURBED SOIL
T
MANUFACTURED TRUSS TOP CHORDS
24' SPANS
30 & 40 PSF LIVE LOAD
TRUSS DESIGN BY TRUSS MANUFACTURER
COLUMN
(SD
PURLIN SUPPORT STRUT 2' X 6' X FULL
KNEE BRACE
DEPTH OF TOP CHORD PLUS PURLIN,
SPACING
•
NAIL PURLINS W/(3) 16d NAILS
B••DIA.
(Q)NAIL
r
VOLUME Y
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B' x 6"
6" x &'
(2)MANUFACTURED
TRUSS - NAIL TO EACH
- NO0.20
NO-
-
_ 0.20
SIDE OF POST WITH 4 - 16d NAILS
_70'-0
10'-0"
12:0"
FOOTING DETAIL
N.T.S.
TREATED POST
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 GABLE END POST
S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O.C.
SS 2' X 3' BLOCK WITH 4 - 10d
NAILS TO BOTTOM CHORD BRACE
4 - 16d GALV. NAILS
EACH GIRT
(FLAT)
LV
TYPICAL GIRT CONNECTION
.. r
2'X6'X18'
BOLTING BLOC'
..
i a
..
0 0
0 0
..
►I m
2'X 6'X18'
BOLTING .BLOCK
DETAIL 3
- 16d NAI
(SD
MANUFACTURED TRUSS TOP CHORDS
24' SPANS
30 & 40 PSF LIVE LOAD
TRUSS DESIGN BY TRUSS MANUFACTURER
COLUMN
(SD
PURLIN SUPPORT STRUT 2' X 6' X FULL
KNEE BRACE
DEPTH OF TOP CHORD PLUS PURLIN,
SPACING
"H" I
NAIL PURLINS W/(3) 16d NAILS
B••DIA.
(Q)NAIL
STRUT TO TOP CHORD W/(3) 16d
VOLUME Y
_10'-0"
NAILS EACH SIDE.
B' x 6"
6" x &'
(2)MANUFACTURED
TRUSS - NAIL TO EACH
- NO0.20
NO-
-
_ 0.20
SIDE OF POST WITH 4 - 16d NAILS
_70'-0
10'-0"
12:0"
ON TOP NAILING BLOCK
1B"
(5)WOOD
POST, SEE POST/FOOTING SCHEDULE,
1120
0
4 - 10d NAILS
10:P
tb� a'
S7
SOLID BLOCKING AT CONNECTION POINTS,
-
_26
SB
TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
----
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S9
2' X 6' OR 2' X 8' EAVE GIRT
10:6•
l0
KNEE BRACE, IF REQ'D. SEE POST SCHEDULE
21'•
AND DETAIL 2
NO I
11
2- X 6- X 24' OR 2' X 8' X 24' BLOCK
6-0"
1®
i - 3/4' 0 MACHINE BOLT THRU TRUSS T.
CHORD
NO
1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE
120-
1 - 3/4' 0 MACHINE BOLT THRU BOLTING
BLOCK
26_
3 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
24' & 3
_0.41
4 - 3/4' 0 M, BOLT @ BOLTING BLOCK -
36' & 4
6• x 6" W/Z' X 6"
----------
6' X 8"W12'X 6"
WX WW&ii 6" -_
17 S
X ' Wtt X
6' x rmiz-, x 6!
5 - 3/4' 0 M, BOLT @ BOLTING BLOCK -
50'
NO
--
NO
6 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
60'
(04
- 16d NAILS
_2c
26
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
- 16d NAILS
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12'-0' DOORS
2' X 12' HEADER UP TO 20'-0' DOORS
2' X 12' BACKED WITH 2' X 6' UP TO 24'-0'
S3 2' X 6' HEADER
S4 4' X 6' DOOR POST - 8' THRU 14'
WALL HEIGHT W/ 2' X 6' FACER.
6' X 6' DOOR POST - 16' & 18'
WALL HEIGHT W/ 2' X 8' FACER.
SS DOUBLE 2' X 6' KINGPOST
DETAIL 2 - KNEE BRACE
N.T.S.
NOTES FOR DETAIL 2- 1KNEEBRACE
S1 TRUSS TOP CHORD DESIGN BY OTHERS
S2 TRUSS BOTTOM CHIRD, DESIGN BY OTHERS
S3 2' X 6' KNEE BRt�CE
SWOOD POST, SEE OST/FOOTING SCHEDULE
S5 3/4' DIA. BOLT
9 2' X 6. OR 2' X ' TRUSS SEAT EACH SIDE
OF POST @ EACH <NEE BRACE CONNECTION
0 NAIL KNEE BRACE TO POST WITH
4 - 16d NAILS
5NAIL BOLTING BL CK TO POST
BRACE WITH 8 - L6cI NAILS
0 4 - 10d NAILS
NOTES,
KNEE BRACE REQUIREI WHERE
SHOWN ON POST/FOOT NG SCHEDULE,
BRACE NOT REQUIRED AT GABLE END TRUSSES,
TYPICAL SIDE ELEVATION
^� N.T.S.
TRUSS WEB BRACING
)2' X 8' H ADER
)2' X 11 EADER FOR 10' & 12'
SLIDING D ORS
2' X 8' H ADER FOR 8' & SMALLER
SLIDING D ORS
NOTES FOR TRUSS WEB BRACING:
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS S
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BR CING.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' D.C. Od NAILS @ 6' O.C.
'X6'OR2'X8' 1X4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
BUILDING SPECIFICATIONS. PFQlffPMrWTR
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE THE FOLLOWING MINIMUM ROOF IAPHRAGM REQUIREMENTS ARE NEEDED,
INTERNATIONAL BUILDING CODE CIBC 2003) AND ALL STATE &LOCAL BUILDING CODES. THESE ■ ROOF STEEL, 29 GAUGE GRAN] -RIB III, 36' WIDTH OR EQUIVALENT
SPECIFICATIONS AND, PLANS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH ■ FIELD SCREWS, #10 x 11/2 T 9' D.C. (NEXT TO HIGH RIB)
WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C. ■ EAVE AND RIDGE PURLIN SCR WS, #14 xl 1/2' AT BOTH SIDES OF
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF)KEACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDEI
CEILING LL = 0 PSF CEILING DL = 1 PSF ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALEN
w ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION• ■ FIELD SCREWS+ #10 x I f/2' 9' O,C. (NEXT TO HIGH RIB)
W MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
BASE SIDES 13F EACH MAJO �RIBHEADER SCREWS, #Ia x 1 v2
IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND
SANDY GRAVEL OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE DIAPHRAGM SCREWS
REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER,
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR
FOOTINGS, CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92.
BETTER BY WWPA GRADINGD - STRUCTURAL ERULESL MAXOIMUMRMOISTURE CONTENT BETTER OR BE 9EM BY WEIGHT, gvEA GRID ER PURLINS�ON R pF DVALL BASE
DGTRLSS TOP CHORD,
NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
THE IBC• ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP
GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS 7I]]�ippPPH A M S
FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL POST MATERIALS SHALL BE HEM -FIR NOTED ABOVEREWS] TYPICAL SCREW PATTERN, EXCEPT AS
#2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, HARDWARE SHALL BE
SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY
BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL STEEL SHEETING
QUALITY (SQ), Fy = 80,0 ksi, ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED,
GASKETED 1 1/2' LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO
GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS, PANELS SHALL BE S�p14AL
INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS, r' 05TH,
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A P /i
VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557,METHD ;
TRUSSESDSHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO 497
PRACTICE IN THE STATE OF WASHINGTON, 1,
TRUSS LOADING, TOP CHORD LIVE LOAD = 30 OR 40 PSF q
TOP CHORD DEAD LOAD = 5 PSF 1' - 2 - 16d NAILS �q OF
TOP
BOTTOM CHORD DEAD LOAD = 1 PSF WP'
I11
cu
III 6", 8' OR
10' POST
.N-, III
NAILING PATTERN FOR
POST LAMINATIONS
NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER
AND MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
POSTIFOOTING
SCHEDULE 1Z .
24' SPANS
30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H" I
WXD
B••DIA.
'T"
REQUIRED
VOLUME Y
_10'-0"
B 0"
_10'-0"
B' x 6"
6" x &'
10"
3'-0•'
30"-
- NO0.20
NO-
-
_ 0.20
-
16'-
_70'-0
10'-0"
12:0"
6'X6"
1B"
3-0-
-NO
1120
10:P
tb� a'
161461
�e'-a°
- --- -
6 %S'--
6° x 11r'
-
_26
-
3.
3'-04. "
-. O
N_
rio
----
_a2A -
z6'
azd
10:6•
20' 0"
6' x 16'
21'•
3-0'•
NO I
0.27
12-6'
6-0"
&'X 6'
26'
Y -O"
NO
1141
120-
10'-U
6" X 6"
26_
3:0"
-NO
_0.41
-12-0"
'120'-
12.41
120"
1P• -i
12•;0"
-
14'-0°
-W-W
18 IF
20-0"
6• x 6" W/Z' X 6"
----------
6' X 8"W12'X 6"
WX WW&ii 6" -_
17 S
X ' Wtt X
6' x rmiz-, x 6!
29•
--
-26'
X -W'
-
9'-0"
3-0'
3-0•'
NO
--
NO
1141
--
adi
_No
NO_
_n41
0.41
_2c
26
-26
3-2"
r11
-
-[-L4-4
POSTIFOOTING
SCHEDULE 36 SPANS,
30 & 40 PSF
LIVE LOAD
POST
I COLUMN
FOOTING
KNEE BRACE I
CONCRETE
SPACING
"H"
WXD
'11"DIA.
"T"
REQUIRED
VOLUME Y
10:6•
-10'-0"
S-0"
0 X 61
ex it
26'
3'-0"
3'-0"-
NO
-140=-1141
0.41
-29'
---
_10'-0"_12'-U'
_•10'-0'
-----
14:0"
6'-M6"W/Z'M6"
6" x 6"1Nt2" x 6"
-------
26_
-26'
3-0•'
3-0"
_NO --a11441
NO
--
-
-
-mi
_vr--
110141"
16-0
8" x 0"
26
3'•A•'
NO
_WF-
-;We-6•XD"w1TX6"
26
3'-0
NO
_0.41
1141
10:6'
_10'-6'
10:0"
201.0'
2r'dr
24'-0"I&'
WX8"WZ'X8-
6" M 96' W12"_X 6•'
x 12'
2F-
_26
26'
3'.0••
3'-2 _
Y -T'
-_NO
_NO_
NO
_0.41
_1144_
0.45
120"
9-0"
6' X 8"
26'
3-0"
1147
6_
6" X 8"
26
7-0"
_NO
N7
1147
-12_-P-
12-0
12-6'
_12.0"-
_12-0"
_14:0'
16.0'
18'•0'
_ 2D'-0'
22'-6'
8r% 8"Wli' X 8"
6'X8"
wx16Wlt'X$"
6' X 16'
8" 31 12
6" x 92" Wl2" X 6"
-2i7-
2S'
- -
26'
2S'_
-28 _
2S'
-3•-0-
9'-0"
- --
3••0•'
3•-0"
3'4'-'
3'-2
_-NO_
NO
-NO--1147
_NO
-NO
_0.47
1147
- -
1147
_1147
115
12-6
24'•Cr
&' x 12' -
28 -
3'8"
NO
NO
0.56
POSTIFOOTING
SCHEDULE 36 SPANS
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
IKNEEBRACE
CONCRETE
SPACING
"H"
WXD
-0-DIA.
"T'
REQUIRED
VOLUME YD
10:6'
-.__..--__.__
10: D"
641"
1o• -a•
6' X 6"
.--._
e" x 6-
2E'
3-0"
NO
1147
-__---.__.-._.--
z6'
3• u"
No
11117
_1_0'•0"
10'-0"
10•-6'
- -•-
10:0"
_10' 0 _
10:6'
_1_2:6'
14'-0"
16'•6'
_20'-0°
?2•-d'
6' M S' Wtt• X 6"
6' X 6" WYL"x 6"
6'x 8"
-
w X 16'
6 X 96' WIZ. x-6'
26'
-PO'-
21r
-- -
26'
2S'
_26'
2G
31-W'
T -F
3-0"
----
3.0"
3•-0"
3•.2°
NO
-NO
_0_.41_
0.47
NO
--
NO
NO
1147
1147
YES
_a4i
847-
(LSD
12.
126'
-iifr
6-0"
10•-0^
W X S•
s. %
32'
32'-
34"
s a^
NO
0.62
-NO
-1161
12-6'
-12-P-
- 12-0"
12'A"
-14'-0'
16'-0'
18'-0"
6' N 8"W/7' M 8"
S' x Ir - -
W X 8" W 8" /T X
it x 16'
32'
3v--3'-0"-
32 "
37
aF
3• -0•'
Y -WI
NO
-N7
O.H2_
-M2
_NO
NO
_082
a61
-12-6'
12-0"
-20'-0"
_ 22'--0"_
0 K 1P' WIT K 6
w R i
32-
32'
3•-11"
3'-2"
(162-
-NO
NO
1166
_12.0"-
12-0"
I 24'-M
ir X 1T WJT X it
I 3Z'
1 3.3••
NO
afi8
POSTIFOOTING
SCHEDULE 46 SPANS
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
'•H"
WXD
B"DIA
"T"
REQUIRED
VOLUME,Y
94O"
W X 6"
36'
3'4•
NO
0.55
_1D•-6'
_
10•-6'
12••0"
g' x it
6'%6"Wl2"%6_
36-
_-36_
3' -U•'
3'-0"
O_
11
_N55
NO
_1155
_-
177:0
W-0"
_14'•6'
_16'-6'
w_Ir
6-M 6' WIZ' x 6"_
6' x S'
6' % 8"W_lr' X 6"_30"
_3R'_
36'
30"
_31.0•'
3'-0•'
Yz-
9•-0"
-_NO
YES_
_,155
_0.55
_-NO_
NO
_1155
_10'-0"-
10'-6'
_26-0
6' x 16'
M_1U'W1T x S'
36'
3'-0"
3'-0"
NO
_0.55
36
NO
_0.55
0.55
10••0
211'-6•
6' x 12' - -
36'
3-2"
YES
I ILSB
124'
643"
W X 6"
33_
3-01'
NO
_12.0_-16-6'
6' X (r
6"wl2' x 6"
57,
7.01.
3'-0"
NO
-NO
_1186
_a66_
1166
33"
_126'=x
_ 120
12-W
_if-
16'-0"
6'x8"
6' x S'wt2"x6"
-n--
33"
31"
3'-0•'
NO_
_ 1166
1166
NO
_ 72-6'
_
18-p=
20:0
x "- _
6' 10
6' X 16_W/T X 6'
3Y
33_
3'-0•'
3'-0"
NO - .
NO
_ 00.6"6 -.
-12:6'_
12.6'
22A"
6. x 12• --
34'
9'-2"
NO
-a68
0.70
12.6'
24:0"
w % 1T wig -X 6'
33'
3.2"
NO
1172
POSTIFOOTING
SCHEDULE 49 TO 62 -SPANS
3D&40PSF LAZE LOAD
POST
COLUMN
FOOTING
INNEEBRACE
CONCRETE
SPACING
"FI•'
I WxD
"B"DIA.
"T"
REQUIRED
VOLUME,Y
10•-6•
S-0"
w x fi 34•'
3'-0"
NO
1170
' w
iD'-0
10:0
- ---
10'-6'
10:6'
------'
iD'-0
10'-0
- --
10- 0'
_10'-U'_
1F -D"_
14:6•w
1
16'-0
16:0"
-W
18'-0
2D'-0
---
6 x &W/Z'x (r
W_x 6"
_
X 6" Wt2" X 6"
---- -
Wil i
6' % S' Wit" X 6"
-----....---------------------�--
8"X8" W12" H 6'
6' X 16'
6Wltx-6'-3
- 34"
34'_
34•
-- --
34"
94"
34"
34• -
_3'-0"
_3•-0•
3-0"
--
3-0"
9•-0"
101)
-0.70-
0.70
1170
1170
-NO
-NO-
NO
--..._-
YES
NO
3-0"
3-0"
-0-
_ NO_
YES
O
1170_
1170
-
0,70
10'-0
2,r.W
6• % 12' WJT X 6"
34'
3•40•'
YES
I 1170
12-0
---------
12.0"
--'--'-.-
--- -- -
12-W
64)"
1D'-6'
.--
•12'-0"
--- ---
1A• -D=
W X 6"
36'
34"
3'-0"
.- -v--N
3.4.
- -- -
3•-0"
NO
NO
------
NO
1179
1179
1179
WX
6'X6" W72' % 6"
�------l----------
6" X 6" W12 X 6"
----------- ----
@• x S'
-3------No------
36'
36'
----
361'
----
NO
-----
1179
_12.6'
12-0"
16'.0"
6 X 8"wtY'X 6"
36'
74'
-NO
1179
18'-0'
6' XX 16• ---
26_
3'-0-0••
YES
IL79
-12.0_
_12-6'
12_•6'
12-W
20:0
2Y•0'
24:0"
6' M_16' WIT X S'
6' % 1T WJT X_B'
6" X 1Z'WJT X S'
36'
3.0'
NO
-NO-
NO
_1179
_
aW
0.B3
36'
36'
3,2"
32"
POSTIFOOTING
SCHEDULE 54' TO
60' SPANS,
30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING,
KNEE BRACE
CONCRETE
SPACING
"H"
WXD
"B -DIA.
-P
REQUIRED
VOLUME,Y
1101-Irl
S-06'
_10•-
12•-0
14' --0 .
16•.0
18:0
0•'" w X 6•
x 0_'
W X 6"Wl2"X 6"
6" x 8" .._
6"x 8"WIZ'X 6"
36'
3'-0•'
NO
0.79
-10'-6 '
_10:6'
-1mr_
-10'-0
1D:0
_39' _
36"
36
_3'0"
3.0"
.
3-0,�
3-0"
_
_NO
NO
=N0 _
NO
_a_79_
1179
_
_0.79-
0 x 16' --
-3S_
36•
3-0"
N8
_a79
a79
10:0"
10:6•
-6'
2P'-0'
24:0
6'
8" x i(rw/T x v,
6' X 1T
-36
36'
3'---0_••
3'-2"
NO
N/
YES
_1179
_0.71_
1183
12-6'_
6.0"
6" X 6"W12 X
6' X 6"L.-4..::
7.0"
9'0"
NO
NO
_1187
1187-
-12-6
12-0"
_10'-6'
14'-6"
6'x8"WIZ'xY-W'
111!
4
-0_mss'120"
09772:mu=
_NO
12-0
12.6'
200"
22•-0"
24:0"
6 %16 WIT9-0•
6" X 12_W/Z'
6" X 1TWIT
3'-0"
3.2•'
NO
_NO-
NO
0.97
-ILOT-
1.09
w
04
1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2" X 6" LAMINATIONS.
ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED
• POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #(/2 POSTS.
180 7 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 18"0 X
s �It3xe7�° �ti 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT,
SIONALFOOTINGS SHALL BE 24"0 X 3'-4" DEEP.
4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
_-t CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE
.E$RIItEiSy, ).2 .$9.;07 nI DEPTH CX 4E. FLOOR, INCREASE FOOTING DIAMETER X 2" & FOOTING
W Im" BEKE ENGINEERING
2913 E. 61st Court
STRUCTURAL DESIGN FOR POST FRAME BUILDINGS
12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC
EXCALIBUR STEEL STRUCTURES, INC.
P. 0. 'BOX 14991
SPOKANE, WASHINGT(
BY._ ---- `DATE
.
DRAWN AMBEKE 01-08-06
CHECKED
BY DATE DESCRIPTION OF CHANGE PROJECT PDD6 SCALE,N.T.C.
99214-0991
DRAWING NO.,
EXCALIBUR.IBC2003.BOLT
12
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSG =S, BEAMS AND
FLOOR SYS' EMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
RE IElFCR
SjPO'( E.