2006, 06-22 Permit App: 06002362 Pole Bldg Project Number: 06002362 Inv: 1 Application Date: 6/22/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information.
Permit Use: POLE BUILDING 36 X 30 Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C-S-Z: SPOKANE,WA 99214-0991
Setbacks: Front Left: Right: Rear: Phone: (509)921-1300
Group Name:
Site Information: Project Name:
Plat Key: 001315 Name: JANOSKY SUB BL 191 & 192 OPP(FEES) District: F
Parcel Number: 45211.1850 Block: Lot:
SiteAddress: 418 S WILBUR RD Owner:Name: PETERSON,JEANNE
Address: 418 S WILBLUR RD
Location::CSV SPOKANE VALLEY,WA 99206
Zoning: UNKN Unknown
Water District: Hold: ❑
Area: .00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information: .. k
Review
Building Plan Review Released By.
Originally Released: 6/20/2006 By: TMELBOU
Landuse/Zoning/HE Conditions Released By:
Originally Released: 6/21/2006 By: Cdesimas
Sewer Review Released By:
Originally Released: 6/22/2006 By: amblake
Operator: AMB Printed By: AMB Print Date: 6/22/2006
Project Number: 06002362 Inv: 1 Application Date: 6/16/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: POLE BUILDING 36 X 30 _. Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C-S-Z: SPOKANE,WA 99214-0991
Setbacks:Front Left: Right: Rear: Phone: (509)921-1300
Group Name:
Site Information Project Name:
Plat Key: 001315 Name: JANOSKY SUB BL EES) District: F
Parcel Number: 45211.1850 Block: Lot: r " 64. ~� t3
SiteAddress: 418 S WILBUR RD Owner:Name: PETERSON,JEANNE
Address: 418 S WILBLUR RD
Location::CSV SPOKANE VALLEY,WA 99206
Zoning: UNKN Unknown
Water District: Hold: ❑
Area: .00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review
Building Plan Review Released By: "'T1°l. (► Za 0
Landuse/Zoning/HE Conditions Released By; ,,�- - cs,c . ,e.,1- ®
Sewer Review [eleased By:
Building Permit
Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE
Address: PO BOX 14991 Phone: (509)921-1300
SPOKANE,WA 99214-0991
Operator: AMB Printed By: AMB Print Date: 6/16/2006
Project Number: 06002362 Inv: 1 Application Date: 6/22/2006 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
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
POLE BDLG U-1 VB 1,080 $20,520.00 1,080 $20,520.00
Totals: 1,080 $20,520.00 1,080 $20,520.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $335.25
ACCESSORY PLANS REVIEW I SELECT $83.81
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $423.56
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $423.56 $423.56 $0.00 $423.56
$423.56 $423.56 $0.00 $423.56
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: AMB Printed By: AMB Print Date: 6/22/2006
1
D) iS ;
_ Permit Center i t i t �" Ii �j - •-
Spokane 11707E Sprague Ave,Suite 106 JU EI CII /,kNITMvIBER: 9 3 cc'g%
�,,,SVa11 Spokane Valley,WA 99206 N 1 6 9 RMI - :
"J (509)688-0036 FAX:(509)688-0037 IB
21
Community Development www.spokanevallev.ore (1, 11 77-\\,
Residential Construction � New Construction Accessory Bldg
Permit Application [f Addition/Remodel ❑ Deck
n Other:
SITE ADDRESS 4I '(Pi "
ASSESSORS PARCEL NO: LEGAL DESCRIPTION:
Building Owner: Contractor: /-
Name: /41 ice.ice. r V 15 Name:4,41:4,,,r :S u,,cr S-1-ru4 ''•1-S ,.
Address: S y/8.- 3 /b r Address: +D, O . Q o 14 , , 1
Ci State: Zip: City: State: Zi
City: W� y42� see,
l,J/-4- p:4T2-lS�
Phone: 9 S/_ ?0 10 Fax: Phone: qti_ 1300 Fax: Iza 6,? ! 8
Contr£x A 55 oaoc8 Exp Date: z/e,
Contact Person City Business Lie.No:
Name: pawl Ye.c••w-'l
Phone: i2. I — (Ica
Describe the scope of work in detail: Cost of Project: $
**************The following MUS be complete: (write N/A if not applicable)**********************
HEIGHT TO PEAK: / DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE:
18 34X3c j1_ / togo Aca—
MAIN FLOOR TO SQ. 2ND FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE
FTG: AREA:
FINISHED BASEMENT GARAGE St ......FTG: DECK/COV. PATIO SQ. FTG: 30%SLOPES ON , t
SQ. FTG: O PROPERTY: N
#OF BEDROOMS: COlgTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC?
e ST Fr&w , _ Se-w -
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.
Signature Date
Method of Payment:
0 Cash 0 Check 0 Mastercard 0 VISA
Bankcard#: Expires: VIN#:
Authorized Signature:
REVISED 8/25/2005
sioI .
..osggOValley
11707 E Sprague Ave Suite 106 ♦ Spokane valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org
Residential Plan Submittal Minimums
❑ Completed Building & Mechanical application with: Accurate address, Parcel
Number and/or Legal Description, description of work, owner and contractor
information, signature, and date.
❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans
With details, roof plan, framing plans & details.
o Show the height of any proposed buildings or accessory structures.
❑ Floor plan for each floor Dimension to scale (minimum 1/8").and label each
Room (including sq. footage of house and garage on plans) Show each
level of existing house and square footage of any additions.
❑ All braced wall panel types: show locations and details of installation, including
engineered design.
❑ Egress windows: Provide at least one window or exterior door approved for
Emergency escape or rescue from a basement and in every room for sleeping.
❑ Smoke detector locations
❑ 22° X 30" attic access location
18' X 24° crawl space access:
❑
One-hour separation detail: between house and garage •
o Floor framing details: Joist type, size, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
•
. 0 All header locations: type, size, and connections
•
❑ Foundation plan
0 Insulation information
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PURLIN CONNECTION METHODS,
A), PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STD.
NOTES FOR FLOOR PLAN SIMPSON J❑IST HANGERS
INTERIOR FRAME WOOD P❑STS, SEE OR EQUAL.
POST SCHEDULE THIS SHEET BUTTED AND NAILED
GABLE WALL POSTS - 6' X 6' TYPICAL B). PURLINS MAY B
DOOR POSTS - 4' X 6' TYPICAL = 3 0' W/(2) 16d NAILS
FOOTING DIMENSIONS, B + 1 8J D INT❑ EACH PURLIN,
MAXIMUM POST SPACING 12' 0' C), PURLINS MAY BE
�3 PURLINS @ 24' ❑,C„ BEARING OR LAPPED AND NAILED S2 2•
JOIST HANGERS (TYPICAL) W/(3) 16dNAILS. NAILING
q SPANS 12' T❑ 60' ON CONNECTION METHODS
= r "B' AND 'C', TOENAIL
BACK SIDE ❑F PURLIN
Lo
a W/(1) 16d NAIL INTO
n DOUBLE TRUSSES EACH TOP CHORD MEMBER
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SEE, 41
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SINGLE TRUSS
PLAN VIEW
N.TS,
z
POST
q
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NOTES
�
❑
p
SS
TYPICAL PURLIN, SEE FLOOR
"T'
J
[C ¢
ZD❑
PLAN FOR SIZE
8'-0" s"
10'-0" 8"
17 -0" 8"
14-0' 6"X6
-W IVX8
18'-0' 6'
20-& 6'X10'
I w
S2
TRUSS DESIGN BY OTHERS
NO
L3-1
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NO
>
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NO
2' X 6' @ 24' O.C., 12' BAYS
JW
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0.27
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=
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CONCRETE FOOTING, SEE SCHEDULE
NO
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(UCL
0.41_
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0.41
ROOF FASTENED TO PURLINS WITH
w
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0.41
1 1/2' LONG WOODFAST TEKS,
o
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(/1
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LIVE LOADI
WALLS FASTENED TO
POST
r;
FOOTING
GIRTS WITH 1' LONG
CONCRETE
SPACING
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"EY' DIA.
"T'
REQUIRED VOLUME,
YD
10'-0" _
_ i0'-0"
--
10-0"
-
10-0"
10 -0"
10'-0"
i0'-0"
--..--
10'-0"
- 110'.0" 1
8'-0"
-
10'-0"
77-0'
-
14-0'_8"X6"WI7'X6
16 4r
18'4Y' _
20'-0"
---
22`-0"
24•-0"- 16"X12"
6" X W
6" X 6"
6"X6'W/2"X6
6" x 8"
6" X 8" W/r' X V
6" X 8" W2" X 6"
w.- --
6" X 10" Wl2" x.
- - - - -
26"
}
JOfr
0.41
---
26"
-
Z6"
-
26"_
26"
NO
--
NO
NO
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-
0.41
0.41__
0.41
26"
26"
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SINGLE TRUSS
PLAN VIEW
N.TS,
BUILDING SECTION ANA
AIL
I
SINGLE OVERHEAD DOOR LIH 11uLv
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.T.S.
S� HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
0 TREATED 2' X 6' BOTTOM GIRT
0 2' X 10' HEADER
5 2' X 6' GIRTS @ 24' ❑,C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2
0 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
0 TREATED 2' X 6' BOTTOM GIRT
❑R TREATED 2' X 10' BOTTOM GIRT
S2
ea
(2)-\ (-%
NOTES FOR CONNECTION DETAIL
S1 MANUFACTURED TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
0 PURLIN SUPPORT STRUT 2' X 6' X FULL NOTES FOR DETAIL 2KNEEBRACE
DEPTH OF TOP CHORD PLUS PURLIN. SL S1 TRUSS TOP CHER DESIGN BY OTHERS
NAIL PURLINS W/(3) 16d NAILS
S3 NAIL STRUT T❑ TOP CHORD W/(3) 16d S2 TRUSS BOTTOM ORD, DESIGN BY OTHERS
Q� NAeCTrON NAILS EACH SIDE, S3 2' X 6' KNEE BCE
S4 MANUFACTURED TRUSS - NAIL TO EACH S4 WOOD POST, SEPOST/FO❑TING SCHEDULE
SIDE OF POST WITH 4 - 16d NAILS S9 SS 3/4' DIA. BOLT
ON TOP NAILING BLOCK
5 WOOD POST, SEE POST/FOOTING SCHEDULE, S6 2' X S OR A B' TRUSS SEAT EACH SIDE
S
S 5 S 3 OF POST @ ECKNEE BRACE CONNECTION
S6 4 - 10d NAILS ° ° S7 NAIL KNEE BRACT❑ POST WITH
S7 SOLID BLOCKING AT CONNECTION POINTS, ° 4 - 16d NAILS
S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE o SB NAIL BOLTING BCK TO POST
BRACE WITH 8 {6d NAILS
S9 2' X 6' OR 2' X 8' EAVE GIRT ro S9 4 - 10d NAILS
10 KNEE BRACE, IF REWD, SEE POST :CHEDULE S9
AND DETAIL 2 S6 , ° NOTES
11 2' X 6' X 24' OR 2' X 8' X 24' ]LOCK S3 S2 KNEE BRACE REQUIRE WHERE
®1 1 - 3/4' 0 MACHINE BOLT THRU TIUSS T. CHORD ° ° SHOWN ON POST/FOO�G SCHEDULE.
1 - 3/4' 0 MACHINE BOLT THRU KIEE BRACE BRACE NOT REQUIREAT GABLE END TRUSSES,
1 - 3/4' 0 MACHINE BOLT THRU BILTING BLOCK °
3 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 24' & 30'
4 - 3/4' o M. BOLT @ BOLTING BLOCK - 36' & 40' S7
6 - 3/4' D M. BOLT @ BOLTING BOCK - 60' S S
ca
DETAIL 1 - TRUSS COLUMN DOUBLE OVERHEAD DOOR OPTION
CONNECTION PURLIN SUPPORT OPTIONAL FRONT ELEVATIO
N.T.S. N.T.S.
NOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
UNDISTURBED SOI
FOOTING DETAIL
N.T.S.
TREATED POST
4- i6d ALV. NAILS
EAC
GIRT
(FLAT)2' X 8'
TYPICAL GIRT CONNECTION
TYPICAL TRUSS BOTTOM CHORD BRACING
N.T.S.
NOTES FOR TRUSS BOTTOM CHORD BRACING
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 GABLE END POST
S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O -C,
S5 KIATl(c3TnB RO CK TT MI CHORD BRACE
8 - 16d NAILS
GABLE END TRU
° ° I �8 - 16d NAI
2' X 6' X 18'°
BOLTING BLOCK CORNER POST
SINGLE SLIDING DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
DETAIL 2 - KNEE BRACE
TYPICAL SIDE ELEVATION
FES FOR S_ ELEVATION
)2' X 8' HDER
) 2' X 10' ADER FOR 10' & 12'
SLIDING IRS
2' X 8' HDER FOR 8' & SMALLER
SLIDING DRS
TRUSS WEB BRACING
,INTERIOR OR GABLE .END TRUSSES
NOTES FOR TRUSS WEB BRACING:
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS At
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRAG.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
lOd NAILS @ 6' O.C. 0d NAILS @ 6' O,C,
X 6' O R 2' X 8' ' X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
UILDING SPECIFICATIONS
ENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE
JTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE
PECIFICATIONS AND PLANS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH
IND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C,
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFx
CEILING LL = 0 PSF CEILING DL = 1 PSF
x ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION.
x MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
6IMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAY CLAYEY SAND AND
THE FOLLOWING MINIMUM ROOF DIAIGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL] 29 GAUGE GRAND -FII, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS- #10 x 1 1/2' ATO.C, (NEXT TO HIGH RIB)
■ EAVE AND RIDGE PURLIN SCREWI4 x1 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALLIPHRAGM REQUIRMENTS ARE NEED
■ ENDWALL STEED 29 GAUGE GRARIB III, 36' WIDTH OR EQUIVALI
■ FIELD SCREWS- #10 x 1 1/2' @ Q,C. (NEXT TO HIGH RIB)
r BASE GIRT, END TRUSS, AND DOHEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR
, , ,
4NDY GRAVEL OR BETTER PER IBC TABLE 1804,2, LESSER SOIL CONDITIONS WILL REQUIREDIr APHRAGM SCREWS
-VIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. II/J�I�I�I IT�
INCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 PSI, 4 SACK MIX FOR
70TINGS, CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92,
DOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2 OR DIAPHRAGM SCREWS @ ENLL BASE GIRT ACROSS
=TTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT, ENDWALL
LRDOO PURLINS ABLE END TRUSS TOP CHORD,
AILING SHALL CONFORM TO TABLE 2304,9,1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
1E IBC, ALL NAILS INT❑ PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP
_VANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
VFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS q
R BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL POST MATERIALS SHALL BE HEM -FIR MATED ABOVE
OR
TYPI SCREW PATTERN, EXCEPT AS
OR BETTER, FULL DIMENSION AND GRADED BY W WPA GRADING RULES. HARDWARE SHALL BE
WSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307, METAL PANELS MAY
DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL STEEL SHEETIP SCREW PATTERNS". ,
4LITY (SQ), Fy = 80.0 ksl, ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, NTIZ
SKETED 1 1/2' LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO
:TS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE
>TALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS,
IL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A
BRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557,
THOD D.
JSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO
4CTICE IN THE STATE OF WASHINGTON. 1"
JSS LOADING] TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF 1' 2 - 16d NAILS
BOTTOM CHORD DEAD LOAD = I PSF
16d NAILS
2' X 6' X 18' °
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTI❑N
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR ❑PTI❑NAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12'-0' DORS
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 HRU 14'
W6' DOOR HEIGGHT S 8
W/2' X6 T
ALLFACER
6' X 6' DOOR POST - 16' & 18'
WALL HEIGHT W/ 2' X 8' FACER.
S5 DOUBLE 2" X 6' KINGPOST
iu
iu
6', 8' OR
10' POST
LING PATTERN FO
IST 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
POST/FOOTING SCHEDULE 12' • 24 SPANS,
z
POST
COLUMN
FOOTING
NOTES
FOR SECTION A -A
SPACING
p
SS
TYPICAL PURLIN, SEE FLOOR
"T'
REQUIRED VOLUME,
YD:
PLAN FOR SIZE
8'-0" s"
10'-0" 8"
17 -0" 8"
14-0' 6"X6
-W IVX8
18'-0' 6'
20-& 6'X10'
I w
S2
TRUSS DESIGN BY OTHERS
NO
L3-1
-1 S3
NO
2' X 6' @ 24' O,C„ 10' BAYS
NO
"P
NO
2' X 6' @ 24' O.C., 12' BAYS
21'
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0.27
DF -L #2 GIRTS FLAT @ 24' O.C.
=
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S4
CONCRETE FOOTING, SEE SCHEDULE
NO
L` N
g5
EXTEND POST TO TOP OF PURLIN
0.41_
LU
_
0.41
ROOF FASTENED TO PURLINS WITH
0.41_
Ld
0.41
0.41
1 1/2' LONG WOODFAST TEKS,
POST/FOOTING
SCHEDULE 30' SPANS, 30 & 40 PSF
LIVE LOADI
WALLS FASTENED TO
POST
r;
FOOTING
GIRTS WITH 1' LONG
CONCRETE
SPACING
•'H' I
WOODFAST TEKS,
"EY' DIA.
"T'
REQUIRED VOLUME,
YD
BUILDING SECTION ANA
AIL
I
SINGLE OVERHEAD DOOR LIH 11uLv
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.T.S.
S� HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
0 TREATED 2' X 6' BOTTOM GIRT
0 2' X 10' HEADER
5 2' X 6' GIRTS @ 24' ❑,C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2
0 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
0 TREATED 2' X 6' BOTTOM GIRT
❑R TREATED 2' X 10' BOTTOM GIRT
S2
ea
(2)-\ (-%
NOTES FOR CONNECTION DETAIL
S1 MANUFACTURED TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
0 PURLIN SUPPORT STRUT 2' X 6' X FULL NOTES FOR DETAIL 2KNEEBRACE
DEPTH OF TOP CHORD PLUS PURLIN. SL S1 TRUSS TOP CHER DESIGN BY OTHERS
NAIL PURLINS W/(3) 16d NAILS
S3 NAIL STRUT T❑ TOP CHORD W/(3) 16d S2 TRUSS BOTTOM ORD, DESIGN BY OTHERS
Q� NAeCTrON NAILS EACH SIDE, S3 2' X 6' KNEE BCE
S4 MANUFACTURED TRUSS - NAIL TO EACH S4 WOOD POST, SEPOST/FO❑TING SCHEDULE
SIDE OF POST WITH 4 - 16d NAILS S9 SS 3/4' DIA. BOLT
ON TOP NAILING BLOCK
5 WOOD POST, SEE POST/FOOTING SCHEDULE, S6 2' X S OR A B' TRUSS SEAT EACH SIDE
S
S 5 S 3 OF POST @ ECKNEE BRACE CONNECTION
S6 4 - 10d NAILS ° ° S7 NAIL KNEE BRACT❑ POST WITH
S7 SOLID BLOCKING AT CONNECTION POINTS, ° 4 - 16d NAILS
S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE o SB NAIL BOLTING BCK TO POST
BRACE WITH 8 {6d NAILS
S9 2' X 6' OR 2' X 8' EAVE GIRT ro S9 4 - 10d NAILS
10 KNEE BRACE, IF REWD, SEE POST :CHEDULE S9
AND DETAIL 2 S6 , ° NOTES
11 2' X 6' X 24' OR 2' X 8' X 24' ]LOCK S3 S2 KNEE BRACE REQUIRE WHERE
®1 1 - 3/4' 0 MACHINE BOLT THRU TIUSS T. CHORD ° ° SHOWN ON POST/FOO�G SCHEDULE.
1 - 3/4' 0 MACHINE BOLT THRU KIEE BRACE BRACE NOT REQUIREAT GABLE END TRUSSES,
1 - 3/4' 0 MACHINE BOLT THRU BILTING BLOCK °
3 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 24' & 30'
4 - 3/4' o M. BOLT @ BOLTING BLOCK - 36' & 40' S7
6 - 3/4' D M. BOLT @ BOLTING BOCK - 60' S S
ca
DETAIL 1 - TRUSS COLUMN DOUBLE OVERHEAD DOOR OPTION
CONNECTION PURLIN SUPPORT OPTIONAL FRONT ELEVATIO
N.T.S. N.T.S.
NOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
UNDISTURBED SOI
FOOTING DETAIL
N.T.S.
TREATED POST
4- i6d ALV. NAILS
EAC
GIRT
(FLAT)2' X 8'
TYPICAL GIRT CONNECTION
TYPICAL TRUSS BOTTOM CHORD BRACING
N.T.S.
NOTES FOR TRUSS BOTTOM CHORD BRACING
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 GABLE END POST
S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O -C,
S5 KIATl(c3TnB RO CK TT MI CHORD BRACE
8 - 16d NAILS
GABLE END TRU
° ° I �8 - 16d NAI
2' X 6' X 18'°
BOLTING BLOCK CORNER POST
SINGLE SLIDING DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
DETAIL 2 - KNEE BRACE
TYPICAL SIDE ELEVATION
FES FOR S_ ELEVATION
)2' X 8' HDER
) 2' X 10' ADER FOR 10' & 12'
SLIDING IRS
2' X 8' HDER FOR 8' & SMALLER
SLIDING DRS
TRUSS WEB BRACING
,INTERIOR OR GABLE .END TRUSSES
NOTES FOR TRUSS WEB BRACING:
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS At
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRAG.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
lOd NAILS @ 6' O.C. 0d NAILS @ 6' O,C,
X 6' O R 2' X 8' ' X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
UILDING SPECIFICATIONS
ENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE
JTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE
PECIFICATIONS AND PLANS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH
IND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C,
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFx
CEILING LL = 0 PSF CEILING DL = 1 PSF
x ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION.
x MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
6IMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAY CLAYEY SAND AND
THE FOLLOWING MINIMUM ROOF DIAIGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL] 29 GAUGE GRAND -FII, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS- #10 x 1 1/2' ATO.C, (NEXT TO HIGH RIB)
■ EAVE AND RIDGE PURLIN SCREWI4 x1 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALLIPHRAGM REQUIRMENTS ARE NEED
■ ENDWALL STEED 29 GAUGE GRARIB III, 36' WIDTH OR EQUIVALI
■ FIELD SCREWS- #10 x 1 1/2' @ Q,C. (NEXT TO HIGH RIB)
r BASE GIRT, END TRUSS, AND DOHEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR
, , ,
4NDY GRAVEL OR BETTER PER IBC TABLE 1804,2, LESSER SOIL CONDITIONS WILL REQUIREDIr APHRAGM SCREWS
-VIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. II/J�I�I�I IT�
INCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 PSI, 4 SACK MIX FOR
70TINGS, CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92,
DOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2 OR DIAPHRAGM SCREWS @ ENLL BASE GIRT ACROSS
=TTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT, ENDWALL
LRDOO PURLINS ABLE END TRUSS TOP CHORD,
AILING SHALL CONFORM TO TABLE 2304,9,1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
1E IBC, ALL NAILS INT❑ PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP
_VANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
VFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS q
R BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL POST MATERIALS SHALL BE HEM -FIR MATED ABOVE
OR
TYPI SCREW PATTERN, EXCEPT AS
OR BETTER, FULL DIMENSION AND GRADED BY W WPA GRADING RULES. HARDWARE SHALL BE
WSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307, METAL PANELS MAY
DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL STEEL SHEETIP SCREW PATTERNS". ,
4LITY (SQ), Fy = 80.0 ksl, ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, NTIZ
SKETED 1 1/2' LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO
:TS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE
>TALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS,
IL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A
BRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557,
THOD D.
JSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO
4CTICE IN THE STATE OF WASHINGTON. 1"
JSS LOADING] TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF 1' 2 - 16d NAILS
BOTTOM CHORD DEAD LOAD = I PSF
16d NAILS
2' X 6' X 18' °
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTI❑N
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR ❑PTI❑NAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12'-0' DORS
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 HRU 14'
W6' DOOR HEIGGHT S 8
W/2' X6 T
ALLFACER
6' X 6' DOOR POST - 16' & 18'
WALL HEIGHT W/ 2' X 8' FACER.
S5 DOUBLE 2" X 6' KINGPOST
iu
iu
6', 8' OR
10' POST
LING PATTERN FO
IST 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
POST/FOOTING SCHEDULE 12' • 24 SPANS,
30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H'
W X D "E!'
DIA.
"T'
REQUIRED VOLUME,
YD:
10'-0"
10'-0"
W -W-
10-0'
10'-V- IV
10-0'
8'-0" s"
10'-0" 8"
17 -0" 8"
14-0' 6"X6
-W IVX8
18'-0' 6'
20-& 6'X10'
X 6"
x 8"
X 6"
W/2_"_X_6"
X 10'
18"
_i8"
IV_
1Wl
20'•
20'
3'-0"
3'-0'•
3'41"
X-
3-0"
3 -0
3-0
NO
0.20
_0.20
0.20-
020_
0.24_
NO
NO
NO
NO
NO
0. 24
21'
NO
0.27
12-0
12-0'
12.0
12-0'•
12-0
72-0"
-----
72'-0"
81.0.1611
174-
17-0'
i f4Y
16'-0"
181-0"
---------------
ZO'-0"
X V.
6" X 6
6•' X 6 Wl7' X 6
6'• X 6 W/7' X 6
8" X 8" W/r' X 6"
61' X 81• Wl7' X 6"
6" X 10" Wl2" X 6"
26"
V-91
3'-0"
3'-0"
T -W
x-
T.0"
----------
3'-r'
NO
0.41_
26
26 __
26'
26"
26"
--
26"
NO
0.41_
_
NO
_
0.41
_
NO
0.41_
NO
NO
NO
0.41
0.41
0.44
POST/FOOTING
SCHEDULE 30' SPANS, 30 & 40 PSF
LIVE LOADI
POST
COLUMN
FOOTING
KNEEBRACEI
CONCRETE
SPACING
•'H' I
W X D
"EY' DIA.
"T'
REQUIRED VOLUME,
YD
10'-0" _
_ i0'-0"
--
10-0"
-
10-0"
10 -0"
10'-0"
i0'-0"
--..--
10'-0"
- 110'.0" 1
8'-0"
-
10'-0"
77-0'
-
14-0'_8"X6"WI7'X6
16 4r
18'4Y' _
20'-0"
---
22`-0"
24•-0"- 16"X12"
6" X W
6" X 6"
6"X6'W/2"X6
6" x 8"
6" X 8" W/r' X V
6" X 8" W2" X 6"
w.- --
6" X 10" Wl2" x.
- - - - -
26"
X -V I
3'-0" -
3-0
-
3-0'
X -O"
X -O"
3'-0"
----
3'-7'
-X-T. 1
NO
0.41
---
26"
-
Z6"
-
26"_
26"
NO
--
NO
NO
NO
-
0.41
-
0.41
0.41__
0.41
26"
26"
--
26"
-2r"
NO
0.41
NO
NO
N-
0.41
-
0.44_
-0.46
12-0"
-&'
12-0'
-124-
i2-0"
12-0"
12-V
--------------
12-0"
12-0"
12-0•'
81-0"
10'-0"
ir-0'•
-i4,4r
16•-0•'
-
78'-0•'
20'-0"
2r-0"
24'47'
6" X 6"
6' X s'•
6" X 6'• Wl2" X 6"
6„ X 8„ ----- -
6" X 8" W/2" X 6"
-------- ----
8" X 10"
6"X_12'•
6" X 12" Wl2" X 6"
8" X 12"
W.
-28'-
28"
26"-
28"
---
28"
T -O"
..T-0"
3'-0"-
-3,-0.r
T.
- -
3'-0"
3:--
3'-7'
3'-6"
NO
NO -
- NO -
NO-
0.47_
o.a7
-0.47_
_0.47_
0.47
-. --
0.47
0.47_
NO
-
NO
---------
28"
26'-
_N0
NO
NO
0.6
26"
0.66
POST/FOOTING
SCHEDULE 36' SPANS,
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H'
W X D
"E3' DIA.
"T'
REQUIRED
VOLUME; YC
10'-0"
-10'-0"
- -
10'-0"
-10'-W'
-._--__
10'-0"
10'-0"
-io•-0'�
- 10'4"
--- --
10'-0"
8'-0"_
10•-0'•
--0" -
77
IN -O"
__
16'-0"
18'-0•_
-20•-0�•
22`4"
-
24'-0"
6" X 6"
6" X 6'
-__
6" X 6" W/2" X 6"
6" X 6"W/V X 6'-
_-.__-0000___----
6" X 8"
6" x 8"112'•-X6-
s^ X io^
6" X 10" WIM X 8"
- - --
6" X 10" Wl2" X 8"
28"
28"
- - -
28"
28'-
3'-0"
3'-0"
-
- 3'-0"
3'-0"
_-
3'-0"
3'-0"
a'.a'
T -V
-
3'-7'
NO
0.47_
0.47
_ 0.47
0.47
NO
_
NO
NO
_.---_-
NO
28"
28'_
_z9"
28"
28"
0.47
NO
No
0.47
0.47
NO
0.47
-0.66-
YES
12-0"
-12-0'
12-0'•
12-0"_
12-0-
12-0
_12-00"
12-0"
8'-0"
10•-0"
17-0"
14'-0"
18-0'
20•-0'
22•-0"
24'4Y"
G" X 6"
6" X 6"---
6" X 6" W/2•' X 6"
6" X 8"
W_
6' X10
6' X 10 112" X 6
8" X_12"
6" X 12" W/2" X 6"
32"
32"
37'
37'
37_
3r
32"
X -O"
3• -0"
3•-0•'
3'-0"
3'-0"
T -O"
3•-7'
X.T'
NO
_0.62
0.62_
0.62
0.62_
0 62
062
0.62_
-NO-
NO
NO
_NO
NO
NO
NO
37
32'
_0.66_
0.68
1 NO
POST/FOOTING
SCHEDULE 40' SPANS,
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H'
W X D
"E!' DIA.
"T'
REQUIRED
VOLUME, YI
10'4"
10-0'
10'-0"
Wom
10'.0"
-
10-0"-
-10'-0" -
-0"
_ 10'-0"
10•-0" -_
10'-0"
8'-0"
vy-w
17-0"
140
1V.T
---
16'-0"
18'-0"
20'
_ 27-0'•
24'.0"
8" X 6•'
Ell eii-
Ell X 6 " W/7' X 6
s' XB W1VX-
6' X 8
6' X8'Wl2"X6
6' X 8' W/2" X 6
X 1"
6" 0" _
8" X 10" W/2" X 8"
6" X 12"
30"
30-
30'
3'-0"
3 -0 -NO
T -W
NO
0.66
obs
066_
NO
30
30"
-30'7--
30"
_3D
30"
30•'
3-0
3 4N'
-
3-0'
3 -0'
-
-3'-0"-NO-
X-7'
NO
YES
----
NO
0.66_
0.66
--
_0.. 66_
0.66
-6 _0.66_
0.66
0.68 -
NO
YES
12-0"
--
i2-0" _
_12-0"
12-0"-14'-0"
12-0"
-12.0•
-
IT -W-
12-0•'
8'-0"
-
10'-0"
i7-0"
1V.W
18•-0"
-20'-
1 24'40"
6•' X 6"
-
6" X 6"
6.-X Err
8•' X 8" W/7' X 6"
8•• X 10" -- ---
-- 10 W /2" X 8"
B"X12"W12"X6"j
33"
- -
_ 33"__
33"
�.------- -
33'
-33'-
-33--
33"
3'-0•'
-
_3'-0"
3'-0"
-3,-,-
X-
-3'-0"
3'4-
'-7'
1 3'-7'
NO
0.66
0.66_
_0.66_
__0.66_
0.66_
-"13
0.66-
.0
0733
1 0.72
-
NO
NO
NO_
NO
NO
NO
NO
1 NO
POST/FOOTING
SCHEDULE 48' TO 67 SPANS,
30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETI
SPACING
"H'
W X D
"E3' DIA.
"T'
REQUIRED
VOLUME; YI
10'-0"
--- -----
10'-0"
- ---
io'-0"
-10'-0" --
-10'-0"--
-
- 1D'-0"
10'-0"
10'.
i0'-0"
10'-0"
9-0"
10'-0"
1r-0'�
--14'-0"
JW-U'W'kB'r...------
16'•0"
18'47'
e'-V'
20'-0"
27-0"
24'-0"
6" X 6"
- -
6" X 6"
6"X6"w�r'xs"
6" X 6" W/r' X V'
--
6" X 8" W!T X 6"
8•' X 8•' wlr' X 6"
8" X 10"
6" X 10" W/2" X 6"
6" x 12" W/7' X 6"
34"
-C---
34"
- -
3a"
-34"-
34"
-
34"
34"
34"
34"
34"
T4'
-
3'-0"
-
3'-0"
-3'4r'-NO
X-_
-
3'-0"
NO
0.70
--.
0.70
0.70
_-0.70--
0.70 -
0.70
-0.70-
0.70
0.70 -
0.70
NO
No _
YES
-
NO
X -V
T.6"
3'-0"
3' -0"
NO
YES
--
NO
-YES -10.76-
12-0"
124"
- - - -
12-0"
-ii-w- ---
12-0"
--
_ 12-0"
12-0"
124'
- -----
12-0"
12-0"
12.0"
_ 6'-0"
10'-0"
-
17-0
-
14'-0"
--
16'-0"
-18'-0•'
20'4"
2r-0"
-6"X1
1 24'-0"
W. X 6"
VX 6" W/7' -XV
- Zi k - -
8" x 6" W/2" X 6"
- --
6" X 8"
-
8" X 8" W/2" X 6"
6" X 10" - - . - --
6" X 10" Wl2" X 6"
'----------._.----
6" X 12" Wl2" X 6"
6" X 12" Wl2" X 6"
36"
36"
- -
36"
---
36"
3'4"
3'-0"
-- - -
3'-0"
--
3'-0"
- 3'-0" -
-W
X -V'
3'-7'
I X-7'
NO
0.79
0.78
- -
0.78
- -
0.79
- -- --
0.78_
- 0.79 _
0.79
-- -
0.83
0.83
NO
-
NO
NO
---
36"
W
36"
38"
36"
NO
-YES
NO
' --0-83-
NO
NO
POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACEI
CONCRET
SPACING
"H'
W X D
"ET' DIA.
"T'
REQUIRED
VOLUME; Y
10'4"
10'-0"
10-0•'
104•
10-0"
10'-0"
-10'-0^
10'-0"
-10'-0"-
10'-0"
8'4"
10•4"
ir-0"
14-0"
16-0
i8'•
-0'
20'4"
-2Z-W-
27-0"
24•4l
6" X W.
8" X 6"
all X6 W/20'X6-
6 XB
ell X8 W12"0X_6
8" X 10"W
W' X 10" Wl2" x 8"
0" 2",X 6"-
6" X 10" W/2" X 8"
6" X 12"
36"
3V
avi
36'
36'
T -O"
T -W
3-0'
34Y"
-T-W-NO
3'4'•
NO
NO
NO
NO
0.79
0.79
0.7s
0.79_
0.79_
0.79
-0.79_
--
_0.79
0.83
NO
YES
-36"
-----
36"
36"
X -V'
3'-0"
T-7'
-
NO
I YES
12-0"
-12-0" -
-12-0'
- 12.0"
12-0"
- ---
112.0" -
i2-0"
12-0"
-- -
12-0"
8'"
-10'-0-0"
17-0"
14•-0•'
IV -O"
- --
18'-0"
20'47'
22•4'
24'-0"
6" X 6'•
6" X 6" W/T X 6'•
8•' X 8" -----
6" X 8" W/2" X 8•'
6" X 8" W/7' X 8"
-------------
8" X 10"
8•' X 10•' W12" X 8"
6" X 12" W/2" X 6"
- - ----
6" X 12" W/2" X 6"
40•'
-- 40"
40'
40"
40'
---
40"_
X -O"
X• O"
3'-0••
3'-0"
T -W
--
_3'LO'._
3'-0"
3'A"
3'-r'
NO
- NO
NO
NO
NO
-
YES
NO
0.97_
-0.97_
-0.97_
- 0.97_
-0.97
-
_0.97_
0.97
0.97
-
1.03
40•'
40"
- --
40"
NO
-
NO
NOTE:
1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WI
2" X 6" LAMINATIONS.
2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR 6'2 TRE,
POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X B" ROUGH CUT HEM -FIR #2 POS
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 18"0 X
3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HETI
FOOTINGS SHALL BE 24"0 X 3'-4" DEEP.
4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT I
EXPIRES 12/29/07 A CONCRETE FLOOR, INCREASE FOOTING DIAMETER X 2" & FOOTIN
DEPTH X 4".
BY IDATEI ESCRIPTI❑N OF CHANGE
WAM
BEKE ENGINEERING
2913 E. 61st Court
P. F. Sooknne, WA 99223
STRUCTURAL DESIGN FOR POST FRAME BUILDINGS
12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003
EXCALIBUR STEEL STRUCTURES, INC.
P. 0. BOX 14991
SPOKANE, WASHINGTON 99214-0991
BY DATE DRAWING NO..
DRAWN AMBEKE 01-08-06 EXCALIBUR.IBC2003.BOLT-06
CHECKED
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
Siaane
„000fatty
REVIEWED FOR LODE OMPLIANCE
SPOKANE VALLEY BUIL. NG (VISION
7-At G /2o/ Of.