HomeMy WebLinkAbout2006, 08-31 Permit App 06003465 Pole BldgProject Number: 06003465 Inv: I Application Date: 8/31/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: 40 X 30 POLE BUILDING Contact: BAXTER, BRAD
Address: 2523 N COLEMAN RD
C - S - Z: SPOKANE, WA 99212-1411
Setbacks: Front Left: Right: Rear: Phone: (509) 991-7626
Group Name:
Site Information: Project Name:
Plat Key: 000000 Name: Range District: H
Parcel Number: 35121.9014 Block:
SiteAddress: 2523 N COLEMAN RD
Location:: CSV
Zoning: UNKN Unknown
WaterDistnct:999 UNKNOWN
Area: 30 Acres Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Review
Building Plan Review
Originally Released:
Driveway/Approach
Originally Released:
Septic Sys Review
PER LANCE @ SRHD
Originally Released:
Landuse/Zoning/HE Conditions
Lot:
Owner: Name: BAXTER, BRAD
Address: 2523 N COLEMAN RD
SPOKANE, WA 99212-1411
Hold: ❑
Depth: 0 Right Of Way (ft): 0
8/30/2006 By: TMELBOU
Released By:
8/31/2006 By: amblake
Released By:
8/30/2006 By: a_blake
Released By: -
Originally Released: 8/30/2006 By: Cdesimas
Operator: AMB Printed By: AMB Print Date: 8/31/2006
Project Number: 06003465 Inv: I Application Date: 8/31/2006 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Permits:
Contractor: OWNER
Description Gro Type Notes
POLE BDLG U-1 VB OWNER
40X30
Building Permit
Firm: OWNER
Phone: (000)000-0000
This Application: Total Project:
So Ft Valuation So Ft Valuation
0 $12,000.00 0 $12,000.00
Permit Total Fees: $266.06
Notes:
(A)OTHE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO
PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY
PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW.
(B)OSOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW,
CONSTRUCTION INSPECTION AND SURVEYING.
All driveway approaches to be constructed per Spokane County Standards as adopted by the City of
Spokane Valley.
Minimum of 7.5' from each property line, 5' from crosswalks or intersection curb and minimum of 15'
of separation between any two approaches.
Flat portion of a residential approach to be minimum of 16' wide, maximum of 30' wide and combined
approach width not to exceed 50% of total frontage.
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owine
Building Permit $266.06 $266.06 $0.00 $266.06
$266.06 $266.06 $0.00 $266.06
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: 8/31/2006
Totals:
0 $12,000.00
0 $12,000.00
Item Description
Units
Unit Desc
Fee Amount
RESIDENTIAL PERMIT FEE
I
SELECT
$209.25
ACCESSORY PLANS REVIEW
1
SELECT
$52.31
WSBC SURCHARGE
1
SELECT
$4.50
Permit Total Fees: $266.06
Notes:
(A)OTHE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO
PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY
PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW.
(B)OSOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW,
CONSTRUCTION INSPECTION AND SURVEYING.
All driveway approaches to be constructed per Spokane County Standards as adopted by the City of
Spokane Valley.
Minimum of 7.5' from each property line, 5' from crosswalks or intersection curb and minimum of 15'
of separation between any two approaches.
Flat portion of a residential approach to be minimum of 16' wide, maximum of 30' wide and combined
approach width not to exceed 50% of total frontage.
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owine
Building Permit $266.06 $266.06 $0.00 $266.06
$266.06 $266.06 $0.00 $266.06
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: 8/31/2006
Project Number: 06003465 Inv: I Application Date: 8/30/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 40 X 30 POLE BUILDING
Setbacks: Front Left: Right: Rear:
Site Information:
Plat Key: 000000 Name: Range
Parcel Number: 35121.9014 Block:
SiteAddress: 2523 N COLEMAN RD
Location:: CSV
Zoning: UNKN Unknown
Water District: 999 UNKNOWN
Area: 30 Acres Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Review
Building Plan Review
Contact:
BAXTER, BRAD
Address:
2523 N COLEMAN RD
C - S - Z:
SPOKANE, WA 99212-1411
Phone:
(509) 991-7626
Group Name:
Project Name:
District: H
Lot:
Owner: Name: BAXTER, BRAD
Address: 2523 N COLEMAN RD
SPOKANE, WA 99212-1411
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Released By
Driveway/Approach Released By:
Septic Sys Review Released B
PuA
Landuse/Zoning/HE Conditions
Permits:
Contractor: OWNER
Released
'7�ihC �/3-o/a Ce
Building Permit
Firm: OWNER
Phone: (000)000-0000
Operator: AMB Printed By: AMB Print Date: 8/30/2006
Spokane
Valley
Community Development
rCTM1L �mci
11707 E Sprague Ave, Suite 106 '
Spokane Valley, WA 99206
(509)688-0036 FAX: (509)688-0037
www. okanev o rt
0
�nnp
PERMIT NUMBER:
PERMIT FEE:
Residential Construction ❑ New Construction
Permit Application ❑ Addition/Remodel
❑ Other:
❑X Accessory Bldg
❑ Deck
SITE ADDRESS --d-5a3 ," �le �'✓title,/I V\- (>f, 99ata
ASSESSORS PARCEL NO: -320 1.170 1 y LEGAL DESCRIPTION:
B`mlding Owner r
`
Coniraetor
TOTAL HABITABLE SPACE:
"' ;-�; �
3d t, V41
{
MAIN FLOOR TO SQ.
2 FLOOR SQ. FTG:
Name:
IMPERVIOUS SURFACE
Name: v
Address: a
FINISHED BASEMENT
Address:
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
City:
State:Zip:
9L 1.1
City:
State:
Zip:
Phone:
Fax:Phone:
SEnR R EP C?
Fax:
Contractor Lie No:
Exp Date:
ContacterSou..a> "'City
Business Lie. No:
Name:
-
Phone:gi 91IT
Describe the scope of work in detail:
Cost of Project: $�CCi
fn1111. vAna MITCT ha rmmnlPfr- fwri&N/A if not
vv
HEIGHT TO PEAK
DIMENSIONS:
# OF STORIES:
TOTAL HABITABLE SPACE:
ig
3d t, V41
MAIN FLOOR TO SQ.
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
FTG:
AREA:
FINISHED BASEMENT
GARAGE SQ. FTG:
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
SQ. FTG:
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEnR R EP C?
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 process n
Signature �/,//� -/ Date
Method of Payment:
❑ Cash 10Check ❑ Mastercard El VISA
Bankcard #: Expires: VIN#:
Authorized Signature:
REVISED 8252005
SPOI-YOUSne
ey
11707 E Sprague Ave Suite IDG ♦ Spokane Valley WA 99206
509.921.1DDD ♦ Fa)c 509.921.1DD8 ♦ dtyhaLL@spokanevalley.org
Residential Plan Submittal Minimums
❑ Completed Building & Mechanical application with: Accurate address, Parcel
Number andfor 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.
❑ Show the height of any proposed buildings or accessory structures.
❑ Floor plan for each floor. Dimension to scale (minimum 1/87. and label each
Room (including sq. footage of house and garage on plans) Show each
level of eAsting 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 wderior 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
❑ Floor framing details: Joist type, see, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
❑ All header locations: type, size, and connections
❑ Foundation plan
0 Insulation information
09/30/2006 10:53 5093241567 SRHD EHS resat nsi Ui
FOX 30 2006 12:05 FR I TO 3241567 P.01/03
ProjectNinrb:r•. 06003465 Inv: I Application Date; 8130/2006 Page IofZ
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Pro i glro rm on:
Pamir Vie: 40 X 30 POLE BUILDING Contact: BAXTER BRAD
Addrasa: 2523 N COLEMAN RD
C - S - Z: SPOKANE, WA 99212-1411
Setbacks: Front Left Right: Rear: Phone: (509) 991-7626
Group Nate:
Project Name:
Plat Kry: 000000 Natne: Range District: H
Pa:ctlNotnber: 35121.9014.... Block: Lot:
l teAddress: 25233 N COLEMAN RD Owner: Name: BAXTER, BRAD O
Address: 2623 N COLEMAN RD
Location:: CSV SPOKANE, WA 99212
Zoning: UNKN Unknown
WaterDistriet 999 UNKNOWN Hold: (]
Area: 30 Acres Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nhr of Dwcllings: 0
Rsview�o,'
Rgv_ e w
Build ng Plan Review y
Dei, a Nay/Approach -
Sept it Sys Review
L:tnIue/Zoning= Conditions
i
Re1ea}n'1 Sy � y .
Permi
-
Cornat3or. OWNER Firm OWNER
Phone: (000) 0004000
Operatcr: AMB Printed By: AMB Print Date: 8/30/2006
AUG 32 2006 12:14 5093241567 PAGE.01
ti
r -r„ r- rA0,1 (r_n
PURLIN CONNECTION METHODSI
S S E
INTERIOR FRAME WO❑D P❑ST E
-
S1
NOTES FOR CONNECTI❑N DETAIL
SCHEDULE THIS SHEET
A). PURLINS MAY BE HUNG
TREATED POST OFF THE TRUSS TDP CHORD
Sl TRUSS TOP CHORDS
GABLE
- 16d GALV, NAILS EACH GIRT FACES W/ STANDARD
TRUSS DESIGN BY TRUSS MANUFACTURER
SIMPSON JOIST HANGERS
POSTS - 4" X 6' TYPICAL
PuRAIN
S2 PURLIN SUPPORT STRUT �2' X '4' X FULL
FOOTING DIMENSIONS; .B + 1' 81j D 3' 0"1
OR EQUAL,
Mer�oD
DEPTH OF TOP CHORD PLUS PURLIN,
MAXIMUM
B), PURLINS MAY BE
NNecTjo
A N
NAIL PURLINS W/0) 16d NAILS
BUTTED AND NAILED
S4
,
S3 NAIL STRUT TO TOP CHORD W/(3) 16d
JOIST
W/(2) 16d NAILS
S7
NAILS EACH SIDE.
N
2' X 6' GIRT (FLAT) INTO EACH PURLIN,
w
SPANS 12' TO 60'
C). PURLINS MAY BE
S4 MANUFACTURED TRUSS, NOTCH POSTS
LAPPED AND NAILED
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT.
W/C3) 16d NAILS
10
S5 WOOD POST, SEE POST/FOOTING SCHEDULE,
$S
ON CONNECTION METHODSpU
S8
IN
S6 4 - 40d GALV, NAILS 'IN PRE -
� DRIt_LED HOLES
"B" AND "C", TOENAILMEryQ
� iytcTjo
OR 3/4'0 MACHINE BOLT
BACK SIDE OF PURLIN
TYPICAL GIRT CONNECTION W/(1) 16d NAIL INTo�
MIN' "
S7 SOLID BLOCKING AT CONNECTION POINTS,
EACH TOP CHORD MEMBER
S8 TYP. PURLIN, SEE FLOOR: PLAN FOR SIZE
° aliRCI
S9 2' X 6' OR 2" X 8" TOP GIRT
NOTES FOR FLOOR PLAN S2
°
MerHo�aAm-
C - I4N
4Si 4 - 16d NAILS OR 3/4'0 M. BOLT
w
S9
e
0
1
M
NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DF -L #2 EACH SIDE
0 WOOD POST, SEE POST -FOOTING SCHEDULE
S5 4 - 16d GALV. NAILS, EACH SIDE
1). KNEE: BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
BRACE NOT REQUIRED AT GABLE END TRUSSES
2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST
CONNECTION = USE 3/4'0 THRU BOLTS,
EACH LOCATI❑N,
S 5 "'3"
DETAIL 2 - KNEE BRACE
N.T.S.
BUILDING SPECIFICATIONS:
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE IBC
2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR
40
PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF*
CEILING LL = 0 PSF CEILING DL = 1 PSF
* ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION.
* MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
MAXIMUM SOIL_ BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS
OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE 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 318-99.
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE
CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER
APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IPC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED
ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED 'HOOD SHALL CONFORM TO
THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED
ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #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 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 INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95%
OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH
THE BUILDING WILL BE CONSTRUCTED.
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
TRUSS WEB BRACING
INTERIOR OR, GABLE END TRUSSES
NOTES FOR TRUSS WEB BRACINGI
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS' pS
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' DC. Od NAILS @ 6' O.C.
' X 6" 0 2' X 8' # X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDEDi
• ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
* FIELD SCREW& #10 x 1 1/2' AT 9' O,C, (NEXT TO HIGH RIB)
r EAVE AND RIDGE PURLIN SCREWS] #14 xi 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED.
ENDWALL STEELi 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT.
r FIELD SCREWS #10 x 1 1/2' @ 9' CI.C, (NEXT TO HIGH RIB)
BASE GIRT, EIID TRUSS, AND DOOR HEADER SCREWSt #14 x 1 1/2'
@ BOTH SIDES i?F EACH MAJOR R17,
S E C T I O N B- B SECTION B- B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
END ALLG DOOR SCREWS
&WGABL BASE GIRL
TRUSS TOP CHORD,
EA & RIDGE PURLINS ON ROOF
S2
0
S4
S5
TYPICAL RUS
S BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
Sl GABLE END TRUSS
S2 DOUBLE INTERI❑R TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' D.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' D.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION N.T.S.
S1 2" X 8' HEADER
S2 2" X 10' HEADER FOR 10' & 12' SLIDING DOORS
7r V n" i irnnrn rnn n, n c.uw. . .-., ... ,„r... -
DIAPHRAGM
I ED ABOVE REWSI TYPICAL SCREW PATTERN, EXCEPT' AS
STEEL SHEETiNG SCREW PATTERNS
EXPiREC 1 i 90 ii%
N.T.S
INTERIOR FRAME WO❑D P❑ST E
POST
SCHEDULE THIS SHEET
S3
GABLE
WALL POSTS - 6' X 6' 'TYPICAL
°
DOOR
POSTS - 4" X 6' TYPICAL
° S7
12
FOOTING DIMENSIONS; .B + 1' 81j D 3' 0"1
4
MAXIMUM
POST SPACING 12' 0'
S1
PURLINS @ 24' O.C., BEARING OR
S4
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SCHEDULE SEE
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SCONCRETE FOOTING, SEE DETAIL
,y (4_
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S5 EXTEND POST T❑ TOP ❑F PURLIN 2
WITH
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S3
W
FASTENED T❑ PURLINS
ROOF FASTE
N
- 1 1/2' LONG W❑❑DFAST TEKS.
NOTE: 2 X 6" LAMINATE MUST BE A TREATED MEMBER
-WALLS FASTENED TO
GIRTS WITH 1 LONG
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'''
AND MUST EXTEND TO THE BOTTOM OF THE FOOTING.
s,
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W❑❑DFAST TEKS.
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LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
S4
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SEE FOOTING
DETAIL
NOTES FOR FOOTING DETAIL
-
Boj
Sl TREATED POSTS AS SIZED PER SCHEDULE
BUILDING S E CT SECTION A -' A
2 VIBRATE ❑R' ROD CONCRETE T❑ OBTAIN
3068 MAND❑❑R OPTION
:°
❑PEKING
FULL BEARING
N.T.S.
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OPTIONAL FRONT ELEVATION
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FOOTING � DETAIL
N.T.S.
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GABLE END TRUSS
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SINGLE OVERHEAD DOOR `-❑PTI❑N
8 - 16d NAILS
°
SPLIT SLIDER DOOR OPTION
FRONT ELEVATION
° °
OPTIONAL FRONT ELEVATION
8 - 16 NAILS
N.T.F.
2" X 6" X 18"
N.T.S.
NOTES FOR FRONT ELEVATION
BOLTING "BLOCK
CORNER POS
NOTES FOR OPTIONAL FRONT ELEVATIONS
Si HALF TRUSS DESIGN BY OTHERS
° °
Sl HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6"
OR 2' X 8' STD JOIST HANGERS,
S2 2' X 10' HEADER UP TO 12' 0' DOORS
LOWER TRUSS FOR END OVERHANG, IF REQ'D
a o
2' X 12' HEADER UP TO 20' 0' DOORS
S2• ,A2" X 10' HEADER
° jj''
2" X 12' BACKED WITH 2" X 6' UP TO 24' 0'
S3 °' 2' X 6' GIRTS @ 24" O.C., 10' BAYS, DF -L #2
2' X 6' X 18"
8 1
- N NAILS
S3 2' X 6" HEADER
O
2" X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF #2
B❑LYING 'BL❑CK
S4 4' X 6' DOOR POST - 8' THRU 14'
S4 2' X 8" FACIA BOARDS
DETAIL 3
WALL HEIGHT W/ 2' X 6" FACER,
6' X 6" DOOR POST - 16' & 18'
C� TREATED WOOD POSTS, SIZED PER SCHEDULE
WALL HEIGHT W/ 2' X 8' FACER.
9,TREATED 2' X 6' BOTTOM GIRT
TYP. GABLE END
TRUSS C❑NNECTI❑N
SS DOUBLE 2' X 6' KINGPOST
OR TREATED 2' X 10' BOTTOM GIRT
USE BOLTING BLOCKS gjOW
ALL CORNER COLUMN G,rS
_
g
tt.. ...........
lool-1
- .,.
0
1
M
NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DF -L #2 EACH SIDE
0 WOOD POST, SEE POST -FOOTING SCHEDULE
S5 4 - 16d GALV. NAILS, EACH SIDE
1). KNEE: BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
BRACE NOT REQUIRED AT GABLE END TRUSSES
2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST
CONNECTION = USE 3/4'0 THRU BOLTS,
EACH LOCATI❑N,
S 5 "'3"
DETAIL 2 - KNEE BRACE
N.T.S.
BUILDING SPECIFICATIONS:
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE IBC
2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR
40
PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF*
CEILING LL = 0 PSF CEILING DL = 1 PSF
* ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION.
* MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
MAXIMUM SOIL_ BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS
OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE 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 318-99.
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE
CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER
APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IPC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED
ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED 'HOOD SHALL CONFORM TO
THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED
ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #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 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 INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95%
OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH
THE BUILDING WILL BE CONSTRUCTED.
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
TRUSS WEB BRACING
INTERIOR OR, GABLE END TRUSSES
NOTES FOR TRUSS WEB BRACINGI
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS' pS
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' DC. Od NAILS @ 6' O.C.
' X 6" 0 2' X 8' # X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDEDi
• ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
* FIELD SCREW& #10 x 1 1/2' AT 9' O,C, (NEXT TO HIGH RIB)
r EAVE AND RIDGE PURLIN SCREWS] #14 xi 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED.
ENDWALL STEELi 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT.
r FIELD SCREWS #10 x 1 1/2' @ 9' CI.C, (NEXT TO HIGH RIB)
BASE GIRT, EIID TRUSS, AND DOOR HEADER SCREWSt #14 x 1 1/2'
@ BOTH SIDES i?F EACH MAJOR R17,
S E C T I O N B- B SECTION B- B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
END ALLG DOOR SCREWS
&WGABL BASE GIRL
TRUSS TOP CHORD,
EA & RIDGE PURLINS ON ROOF
S2
0
S4
S5
TYPICAL RUS
S BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
Sl GABLE END TRUSS
S2 DOUBLE INTERI❑R TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' D.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' D.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION N.T.S.
S1 2" X 8' HEADER
S2 2" X 10' HEADER FOR 10' & 12' SLIDING DOORS
7r V n" i irnnrn rnn n, n c.uw. . .-., ... ,„r... -
DIAPHRAGM
I ED ABOVE REWSI TYPICAL SCREW PATTERN, EXCEPT' AS
STEEL SHEETiNG SCREW PATTERNS
EXPiREC 1 i 90 ii%
N.T.S
NOTE:
Y� ? I. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2 X 6 LAMINATIONS.
2. 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 gj POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 26">� 'X
3'-0" DEEP FOR WALL'HEIGHTS TO 16'-0". 'ABOVE `16' WALL HEIGHT,
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 HAVE
CONCRETE `FLOORS. INCREASE EnnTlun n1AURTI70 V 9" & rnnT"•in
POSWIFOOTINO SCHtbULr= 92' - 24{ PANS, 30 � I�SF ME 0
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA "T' REQUIRED VOLUME,
10'-0" 8'.0'1 6" X 6" 18113.,0" NO _0.20_
10.-0„ _.10,-0.. 6:. X 6,. 18,. 3.m NO ---
10'-0"18" 3'-0" NO 0.20
0.20 - - - - -- - --- - - ------------ -- --- -- ---
10'-0" NO 0.24-
10'-0" -18'-0" 6" X 10" . 20" 3'-0" NO 0.24
10'-0" 20'-0" 6" X 10" ; 21" 3'-0" NO 0.27
12-0" 8'-0" 6" X 6" 26" T-0" NO _0.41_
NO 0.41
NO_ _0.41
0.41-
12-0" NO 0.41_
X. NO 0.41_
-ZD'-0" 6" X 10" W/2" X 6" -26" 3' 211 NO 0.44
POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA 'T' REQUIRED VOLUME,
10'-0" 8'-0" 6" X 6" 26" 3'-0" NO _0.41 _
10'-0" 10'-0" 6"X 6" 26" 3'-0" NO 0.41_
10'-0" 14'-0" 6" X 6" W/2" X 6".; 26" $•-0- NO 0.41
-26;- 3;-0„--N"-0-
0.41
_10'-0" 18'4" 6" X 8" W/2" X_6" NO _ 0.41
W/2" X 6" 26" 3'-2" NO 0.44
10'-0" 24'-0" 6'-X 12" 26�� 33•� NO-- 0.45
12-0" 8'-0" 6" X 6" 28" T -O" NO 0.47
N6
6" X 6" -W/21#X 6" 28" X-0" NO 0.47
_ - - - - - - --- --N6-
12-0"
- -- - - - -
12-0" _14';,0,• 6,• X 8' _28" _3,,•0'• NO 0.47
12-0" 16'-0" 6" X 8" W/2" X 6" 28" 3'-0" Kid -_0.47
--- -- -44-- ------------- ---- ----
12-0" 6" X 10"-0" NO 0.47
'12-0.. 20'-0" 6" X_12" -28." T-.0" � 0.47
12-0" -22'-0" 6" X 12" W/2" X 6" 28" 3'2" NO 0.5
12-0" 24•,•0" 6" X 12" 28" 3'$" NO 0.66
POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA 'T' REQUIRED VOLUME,
6" X 6" 28" 3'-0" NO 0.47
10'-0" 10i3On 6" X 0�. 28,• -0.47
10'_-0" -12'_-0" 6" X 6" W/2" X 6" 26" 3'_-0"
X 6" 28" T-0" NO 0.47_
_28" 3'-0" NO 0.47
10'-0" 13'-0" 6" X 8'911//2" X 6" _28" T .0" t,�; -`
_ 0.47
28" ( X-0-0"_ NO _0.47
VW2" X_6" 28" 3'-0" NO 0.47
-- -
10'-0" 24 6" X 10 Wit" X 6" 28„- -3'-2"- --YES 0.60
12-0"_ 8'4" 6".X 6" 32" 3'-0" NO _0.62
611 " ,. -32��- -3, .� NO _0.62
1-0 12'-0 6 X 6 Wit X 6 32 3-0 NO 0.62
_12_-0'• 14'-0" 6" X 8-' 32" 3'-0" NO _0.62
6" X 8" W121' X 6" 32" _3'-0" NO 0.62
- ---
12-0" I V'w' 09i 10" 32"
12-0" 20'-0" 6" X 10" W/2" X 6" 32" 3'-0" NO 0.62_
0.66_
12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'3" NO 0.68
POSTIFOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME,
10'-0" 8'-0" 6" X 6" 30" 3'-0" NO 0.66_
10'4" 10'-0" 6" X 6" 30" 3'-0" 1110 0.55
10'-0" 12'-0" 6" X 6" W/2" X_6" 30" X-0" NO 0.66
0.G5
10'-0" 16'-0" 6" X 8" 30" 3'-0" YES 0.66
0.66
NO -0.66_
_ NO 01-6
6" X 10" W/2" X 6"-'i0"--
-3061-
30"
- 30;; 3,-2„- YES 0.68
12-0.. W-01
1
6" X 6" 3311 3.,01, NO O.AG
33" ��? -0" NO _ _ -0.66_
3 -0" NO 0.56
12-0.. 1,4.-0.. 6,. X 8.. 33" 3.-0.: NO _ .0._66_
6"-k 6'-"N12 X 6" 0 6S
12-0., 18.;0.. 6... X 10" 33'v 3.;011 --NO -- -0.66 _
__ NO 0.6B
12-0.. 22'-0.. arc X 12" ---- -3;; 3'-2"-- -
--
12-0" 24'-0" 6" X 12" �1f/2" X 6" 33" 3' 2" NO 6.72
POST/FOOT!NG SCHEDULE 48' TO 6c' SPANS, 30 & 40 PSF LIVE LOAD
-)OST COLUMN FOOTING- KNEE B?t:CE CONCRET
SPACING "H" W X D "B" 71A 'T' REQUIRED VOLUME,
10'-0" _ 8'-0'• 6'• X 6'• 34" 3',01• NO 0.70
U1 -3',0." NO 0.7_0_
10'-0" - Z'-0" 6" X 6" W/2" X 6•• 34'1 -3'.0" NO 0.70_
10'0" 14':d 0' X 6' -'-VV 2" X 6"
-3,.0„ YES 0.70_
10'-0" 16'-0" 6" X 8" W12" X 6" 34" T -O" NO 0.70__
- - - - _ - _
10�-018'-0�6o� X 8" W12" X 6" _34" 3'-0" - -NO _0_.70_
_- . _.- _ _...._._ _ . ____-__
10'-0" 22'-0" 6" X 10" W/2" -X611,-3-4!i- 3' t"' tVn - 0.70
_^_-
10'-0" G" X 12" V012" X 6" 34" 3'.0 YES 0.70
12-0" 8'-0" 6.'-'.X 6" 36"_ 3'-0"_ NO 0.79
12.0" 10'-0" 6" X 6" W/2" X 6" 36" 3 -0" Nb - p,79
12-0" 12'-0" 6,. X 6" W/2'_'_X 6" 36" _ 3'.0l' --NO - 0._79
12-0" 14'-0" 6" X 8" - _36" 3'-0" NO 0.79
12-0" 16'-0" 6"X 8" W/2" X 6" 36" 3'-0" ( NO-- - 0.79_
12-0;. 18.;0" 6.. X 101, ------- 36"- 3'.0" - YES 0.79-
12-0" NO 0,79
_3'
--- ---- -- -- --- -
12-0 24 -01611-X 12 ?".;� X 6" 36" 3'-2" NO 0.83
POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME,
10'4" 8%0" 6" X 6" 36" T-0" NO 0.79
10'•0" 6" X 6" _36"_ 3'-0" tb - 6.79V
6" X 6" W/2" X 6"-_ 0.79 __
81-1 36" NO 0.79_
18.;0. Got X 10"0.79_
--
10'-0" W/2" X 6" _36" 3'-0" YES 0.79_
36" 3'-0" NO 0.79_
10'4" 24'-0"- 6"X 92" - --- 36" 3, 2"- YES 0.83 -
12-011
81-011
6.1
X 6... , 0" 31-0.1
NO 0.97
.40Vn
12-0.. 12' U•� 6.. X 8.� - - --- 40„ 3;-0.._N6-_0.97
12.0" 14'-0" 6'1 X 8" Wt2_" X_6" _40•"_ 31.011 NO _0.97
3'- NO 0.87
_ --. -6.-97--
12.0"
_ -
12-0.. 18.,Or. 6r. Y_10'� -- -----4or.-- 3,,0;; -YES_ 0.9T
12-0" 20'-0" 6" X 10" W/2" X 6" 40" 3'-0" NO -0.87_
6" k'11 W12" X 6" -40'" 3'-0" - Np- -0.87
12-0" 24'-0
" 6"
X 12" W/2" X 6"
40"
3' 2"
NO
1.03
NOTE:
Y� ? I. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2 X 6 LAMINATIONS.
2. 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 gj POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 26">� 'X
3'-0" DEEP FOR WALL'HEIGHTS TO 16'-0". 'ABOVE `16' WALL HEIGHT,
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 HAVE
CONCRETE `FLOORS. INCREASE EnnTlun n1AURTI70 V 9" & rnnT"•in
POSWIFOOTINO SCHtbULr= 92' - 24{ PANS, 30 � I�SF ME 0
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA "T' REQUIRED VOLUME,
10'-0" 8'.0'1 6" X 6" 18113.,0" NO _0.20_
10.-0„ _.10,-0.. 6:. X 6,. 18,. 3.m NO ---
10'-0"18" 3'-0" NO 0.20
0.20 - - - - -- - --- - - ------------ -- --- -- ---
10'-0" NO 0.24-
10'-0" -18'-0" 6" X 10" . 20" 3'-0" NO 0.24
10'-0" 20'-0" 6" X 10" ; 21" 3'-0" NO 0.27
12-0" 8'-0" 6" X 6" 26" T-0" NO _0.41_
NO 0.41
NO_ _0.41
0.41-
12-0" NO 0.41_
X. NO 0.41_
-ZD'-0" 6" X 10" W/2" X 6" -26" 3' 211 NO 0.44
POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA 'T' REQUIRED VOLUME,
10'-0" 8'-0" 6" X 6" 26" 3'-0" NO _0.41 _
10'-0" 10'-0" 6"X 6" 26" 3'-0" NO 0.41_
10'-0" 14'-0" 6" X 6" W/2" X 6".; 26" $•-0- NO 0.41
-26;- 3;-0„--N"-0-
0.41
_10'-0" 18'4" 6" X 8" W/2" X_6" NO _ 0.41
W/2" X 6" 26" 3'-2" NO 0.44
10'-0" 24'-0" 6'-X 12" 26�� 33•� NO-- 0.45
12-0" 8'-0" 6" X 6" 28" T -O" NO 0.47
N6
6" X 6" -W/21#X 6" 28" X-0" NO 0.47
_ - - - - - - --- --N6-
12-0"
- -- - - - -
12-0" _14';,0,• 6,• X 8' _28" _3,,•0'• NO 0.47
12-0" 16'-0" 6" X 8" W/2" X 6" 28" 3'-0" Kid -_0.47
--- -- -44-- ------------- ---- ----
12-0" 6" X 10"-0" NO 0.47
'12-0.. 20'-0" 6" X_12" -28." T-.0" � 0.47
12-0" -22'-0" 6" X 12" W/2" X 6" 28" 3'2" NO 0.5
12-0" 24•,•0" 6" X 12" 28" 3'$" NO 0.66
POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA 'T' REQUIRED VOLUME,
6" X 6" 28" 3'-0" NO 0.47
10'-0" 10i3On 6" X 0�. 28,• -0.47
10'_-0" -12'_-0" 6" X 6" W/2" X 6" 26" 3'_-0"
X 6" 28" T-0" NO 0.47_
_28" 3'-0" NO 0.47
10'-0" 13'-0" 6" X 8'911//2" X 6" _28" T .0" t,�; -`
_ 0.47
28" ( X-0-0"_ NO _0.47
VW2" X_6" 28" 3'-0" NO 0.47
-- -
10'-0" 24 6" X 10 Wit" X 6" 28„- -3'-2"- --YES 0.60
12-0"_ 8'4" 6".X 6" 32" 3'-0" NO _0.62
611 " ,. -32��- -3, .� NO _0.62
1-0 12'-0 6 X 6 Wit X 6 32 3-0 NO 0.62
_12_-0'• 14'-0" 6" X 8-' 32" 3'-0" NO _0.62
6" X 8" W121' X 6" 32" _3'-0" NO 0.62
- ---
12-0" I V'w' 09i 10" 32"
12-0" 20'-0" 6" X 10" W/2" X 6" 32" 3'-0" NO 0.62_
0.66_
12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'3" NO 0.68
POSTIFOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME,
10'-0" 8'-0" 6" X 6" 30" 3'-0" NO 0.66_
10'4" 10'-0" 6" X 6" 30" 3'-0" 1110 0.55
10'-0" 12'-0" 6" X 6" W/2" X_6" 30" X-0" NO 0.66
0.G5
10'-0" 16'-0" 6" X 8" 30" 3'-0" YES 0.66
0.66
NO -0.66_
_ NO 01-6
6" X 10" W/2" X 6"-'i0"--
-3061-
30"
- 30;; 3,-2„- YES 0.68
12-0.. W-01
1
6" X 6" 3311 3.,01, NO O.AG
33" ��? -0" NO _ _ -0.66_
3 -0" NO 0.56
12-0.. 1,4.-0.. 6,. X 8.. 33" 3.-0.: NO _ .0._66_
6"-k 6'-"N12 X 6" 0 6S
12-0., 18.;0.. 6... X 10" 33'v 3.;011 --NO -- -0.66 _
__ NO 0.6B
12-0.. 22'-0.. arc X 12" ---- -3;; 3'-2"-- -
--
12-0" 24'-0" 6" X 12" �1f/2" X 6" 33" 3' 2" NO 6.72
POST/FOOT!NG SCHEDULE 48' TO 6c' SPANS, 30 & 40 PSF LIVE LOAD
-)OST COLUMN FOOTING- KNEE B?t:CE CONCRET
SPACING "H" W X D "B" 71A 'T' REQUIRED VOLUME,
10'-0" _ 8'-0'• 6'• X 6'• 34" 3',01• NO 0.70
U1 -3',0." NO 0.7_0_
10'-0" - Z'-0" 6" X 6" W/2" X 6•• 34'1 -3'.0" NO 0.70_
10'0" 14':d 0' X 6' -'-VV 2" X 6"
-3,.0„ YES 0.70_
10'-0" 16'-0" 6" X 8" W12" X 6" 34" T -O" NO 0.70__
- - - - _ - _
10�-018'-0�6o� X 8" W12" X 6" _34" 3'-0" - -NO _0_.70_
_- . _.- _ _...._._ _ . ____-__
10'-0" 22'-0" 6" X 10" W/2" -X611,-3-4!i- 3' t"' tVn - 0.70
_^_-
10'-0" G" X 12" V012" X 6" 34" 3'.0 YES 0.70
12-0" 8'-0" 6.'-'.X 6" 36"_ 3'-0"_ NO 0.79
12.0" 10'-0" 6" X 6" W/2" X 6" 36" 3 -0" Nb - p,79
12-0" 12'-0" 6,. X 6" W/2'_'_X 6" 36" _ 3'.0l' --NO - 0._79
12-0" 14'-0" 6" X 8" - _36" 3'-0" NO 0.79
12-0" 16'-0" 6"X 8" W/2" X 6" 36" 3'-0" ( NO-- - 0.79_
12-0;. 18.;0" 6.. X 101, ------- 36"- 3'.0" - YES 0.79-
12-0" NO 0,79
_3'
--- ---- -- -- --- -
12-0 24 -01611-X 12 ?".;� X 6" 36" 3'-2" NO 0.83
POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST COLUMN FOOTING KNEE BRACE CONCRETE
SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME,
10'4" 8%0" 6" X 6" 36" T-0" NO 0.79
10'•0" 6" X 6" _36"_ 3'-0" tb - 6.79V
6" X 6" W/2" X 6"-_ 0.79 __
81-1 36" NO 0.79_
18.;0. Got X 10"0.79_
--
10'-0" W/2" X 6" _36" 3'-0" YES 0.79_
36" 3'-0" NO 0.79_
10'4" 24'-0"- 6"X 92" - --- 36" 3, 2"- YES 0.83 -
12-011
81-011
6.1
X 6... , 0" 31-0.1
NO 0.97
.40Vn
12-0.. 12' U•� 6.. X 8.� - - --- 40„ 3;-0.._N6-_0.97
12.0" 14'-0" 6'1 X 8" Wt2_" X_6" _40•"_ 31.011 NO _0.97
3'- NO 0.87
_ --. -6.-97--
12.0"
_ -
12-0.. 18.,Or. 6r. Y_10'� -- -----4or.-- 3,,0;; -YES_ 0.9T
12-0" 20'-0" 6" X 10" W/2" X 6" 40" 3'-0" NO -0.87_
6" k'11 W12" X 6" -40'" 3'-0" - Np- -0.87
12-0" 24'-0
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
IigVIEWq FOR COD
SPCK ANE VALLEY 3UDING g1VISION
COMPLIANCE