2007, 05-31 Permit App: 07002059 Residence Project Number: 07002059 Inv: 1 Application Date: 5/31/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: SFR W/ATT GAR Contact: US POLE BUILDINGS
Address: 9609 E MAXWELL
C-S-Z: SPOKANE VALLEY,WA 99206
Setbacks:Front Left: Right: Rear: Phone: (509)220-9579
Group Name:
Project Name:
Site Information:
Plat Key: 000368 Name: CHERRY ACRES SUB District: East
Parcel Number: 45234.1514 Block: Lot:
SiteAddress: 14815 E 16TH AVE Owner:Name: COMBS,JOHN&NANCY
Address: 14815 E 16TH AVE
Location::CSV VERADALE,WA 99037
Zoning: UR-3.5 Urban Residential 3.5
Water District: 010 VERA Hold: ❑
Area: .00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review
Building Plan ReviewRe) ed By:
Originally Released: 5/31/2007 By: TMELBOU
Driveway/Approach Released$ „?
Landuse/Zoning/HE Conditions Released B
Operator: JD Printed By: JD Print Date: 5/31/2007
Project Number: 07002059 Inv: 1 Application Date: 5/31/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Building Permit
Contractor: US POLE BUILDINGS Firm: US POLE BUILDINGS
Address: 9609 E MAXWELL Phone: (509)220-9579
SPOKANE VALLEY,WA 99206
Building Characteristics
Building Height 16
This Application: Total Project:
Description Grp Type Notes Su Ft Valuation So Ft Valuation
POLE BDLG U-1 VB 1,120 $21,280.00 1,120 $21,280.00
Totals: 1,120 $21,280.00 1,120 $21,280.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $349.25
ACCESSORY PLANS REVIEW 1 SELECT $87.31
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $441.06
Payment Summary �tM ._... x �x, ,> asr s...
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $441.06 $441.06 $0.00 $441.06
$441.06 $441.06 $0.00 $441.06
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: JD Printed By: JD Print Date: 5/31/2007
Permit Center
Scmof ... 11703E Sprague Ave, Suite B-3 . PERMIT NUMBER:
pokane Spokane Valley,WA 99206 PERMIT FEE:
\allev3 (509)688-0036 FAX: (509)688-0037
J www.spokanevalley.org
Community Development
Resid'entiaJ op rtion New Construction Accessory Bldg
Permit Applicationn Addition/Remodel Deck
fi ,, n Other:
SITE ADDRESS: I y ear /-
ASSESSORS PARCEL NO: LEGAL DESCRIPTION:
Building Owner: Contractor:
Name: /I c:// 47G)ze . /irej Name:4,3
4t,„___ re.,4,
Address: a, r/
/ &' // '7/✓ Address: PYc,C /11/4*-Xc €//
City: ��,¢,yw State: it_ Zip: City:...5,/,/,04,....
f / Stater.. Zip f2
Phone:2_0 e - _et 2.,54/ Fax: Phone;cr. 2L _pi-7 Fax:
Contractor Lic No: Exp Date:
Contact Person City Business Lic.No:
Name: f „ x,1,,,.5
Phone: Z,l c S-77
Describe the scope fro work ' dei ;': Cost of Project: $ , ,
T.5".74Cv'2- - S,�j ., pots/ v./
Proposed Use: 514," /-7-0, 1 `rn.
**************The following MUST be complete: (write N/A if not applicable)**********************
HEIGHT TO PEAK: DIMENSIONS: #OF STOR)ES: TOTAL HABITABLE SPACE:
/ ( CX fiVO1/ /z-X za l
MAIN FLOOR TO SQ. 2ND FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE
FTG: , AREA:
!/tea
FINISHED BASEMENT GAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON
SQ. FTG: 0(� TY:
#OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWS OR SEPTIC?
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: ,,,:,/,77,-, 7---/e------- DATE:
Method of Payment:
0 Cash ❑ Check 0 Mastercard 0 VISA
Bankcard#: Expires: VIN#:
Authorized Signature:
REVISED 2/15/07
SCITYpokane
Valley®
11703 E Sprague Ave Suite B-3 • Spokane Valley WA 99206
509.688.0036 ♦ Fax: 509.688.0037 ♦ cityhall@spokanevalley.org
Residential Plan Submittal Minimums
El 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.
❑ 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.
El 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, size, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
❑ All header locations: type, size, and connections
❑ Foundation plan
❑ Insulation information
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PURLIN CONNECTION METHODS,
A), PURLINS'MAY BE HUNG
V. NAILS EACH GIRT OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON JOIST HANGERS
OR EQUAL,
B). PURLINS MAY BE
BUTTED AND NAILED
W/(2) 16d NAILS
(FLAT) INTO EACH PURLIN,
C). PURLINS MAY BE
LAPPED AND NAILED
W/(3) 16d NAILS
ON CONNECTION METHODS
'B' AND 'C', TOENAIL
E OF
TYPICAL.. GIRT CONNECTION w <) 16cl AILPINTCN
EACH TOP CHORD ME
NOTES FOR FLOOR PLAN
®1 INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
GABLE WALL POSTS - 6' X 6' TYPICAL
DOOR POSTS - 4' X 6' TYPICAL
FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0'
MAXIMUM POST SPACING 12' 0'
(9)PURLINS @ 24' O.C., BEARING OR
JOIST HANGERS (TYPICAL)
w SPANS 12' TO 60' _
-- -�`
x M.
o U L9 ti
w
I a Li a
iu>. JI a a DOUBLE TRUSSES
�- �-- --------- - -
V) Z L7V) W
Z
Jp J J
w -I aw dW
o.
UJ
h
w
a.
1 'p. X -i o OD o G
o _J , x , v
... XW NN (U xp-' Of
NV) 0_ -' N C3
OL w
vwio _� `j0 D
M - - DOUBLE TRUSSE
-cr) -
ti 3
ZOL _Ja za A
>- m~ 6'U 1 i
I- o -
:3d I OL I-
1
o_ w o Zo 0
of Da I x� , xL3
X, ocur CU-
Nv Ncu,
N W OU
W V) h N
w SINGLE TRUSS
PLAN VIEW
N.T.S.
SEE
DETAIL
SEE
1
10'-0"
\�
12DETAIL 4
S2
.-._....... _ __.__ .
1 _
-
NOTES FOR SECTION A -A
0
O
12'-0"
-----
SS
O
TYPICAL PURLIN, SEE FLOOR
3'-0"
N.T.S.
0.20
PLAN FOR SIZE
L3
GABLE END
9
TRUSS DESIGN BY OTHERS
-1
Z Z)
8 - �6cI NAILS
S3
2' X 6' @ 24' D.C., 10' BAYS
6"X V'
20"
T -W,
2' X 6' @ 24' D.C., 12' BAYS
W
E3
10'-0"
SPLIT SLIDER DOOR OPTION
DF -L #2 GIRTS FLAT @ 24' D, C.
U
3'-0"
S4
CONCRETE FOOTING, SEE SCHEDULE
1. V)
20'-0"
SS
EXTEND POST TO TDP OF PURLIN
W
W
2" X 6'
BOLTING
X 18"
BLOCK
ROOF FASTENED TO PURLINS WITH
(/)
6" X 6"
26"T
1 1/2' LONG WOODFAST TEKS.
S1
HALF TRUSS DESIGN BY OTHERS
12-0"_f07-0.
---0"
WALLS FASTENED TO
'4
S2 `2
X '10' HEADER UP TO 12' 0' DOORS
GIRTS WITH I' LONG
0.41
?'
12'4"
-----
WOODFAST TEKS,
--
26"
---
3'-0"
---
NO
0.41
BUILDING SECTION A -A
^ N.T.S.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
S1 HALF TRUSS DESIGN BY OTHERS
\ SUPPORT PURLINS @ END TRUSS W/2' X 6'
OR 2' X 8' STD JOIST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REQ'D
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #-
2' X 6' GIRTS @ 24' O,C., 12' BAYS, DF -L #(
0 2' X 8' FACIA BOARDS
S5 TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
ti
NOTES FOR CONNECTION DETAIL '
(SD TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
(SD PURLIN SUPPORT STRUT 2: X '4' X FULL
DEPTH OF TOP CHORD PLUS PURLIN,
D,y NAIL PURLINS W/(3) 16d NAILS
(SD NAIL STRUT TO TOP CHORD W/(3) 16cl
NAILS EACH SIDE,
S4 MANUFACTURED TRUSS, NOTCH POSTS
1-1/2' EACH 'SIDE TO PROVIDE TRUSS SEAT,
(SD WOOD POST, SEE POST/FOOTING SCHEDULE,
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'0 MACHINE BOLT
ts_31.on, Tn n, M- VT,Jt• -A- rnnn.lECTION POINTS.
PLAN FOR SIZE
GIRT
M. BOLT
O
DOUBLE OVERHEAD DOOR ❑PTI❑N
DE SAIL 1 TRUSS COLUMN OPTIONAL FRONT ELEVATION.
N.T.S.
CONNECTION. PURLIN SUPPORT
1 1„
2 - 16d NA
III
( III 6„ 3" OR
-}It) 10" POST
T -I
ILS
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
NOTES FOR FOOTING DETAIL
Si TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
53 UNDISTURBED SOIL
Sl
NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
0 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DF -L #2 EACH SIDE
0 WOOD POST, SEE POST/FOOTING SCHEDULE
SS 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 LOCATION.
DEI AIL 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 LESSERSOIL 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 #2OR 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 IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED
ZINC COATED GALVANIZED STEEL, 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 FOR BUILDINGS SHAL! BE AS NOTED
ON TI4E 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 B FASTENED TO GIRTS WITH PLATED GASKETED 1 OR LONGER META TO N NE
BE TEN L WOOD FASTE ERS. 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
Iv -
TRUSS WEB BRACING
SINGLE SLIDING DOOR OPTION INTERIOR OR GABLE END TRUSSES
OPTIONAL FRONT ELEVATION
NOTES, FOR TRUSS WEB BRACING
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS ms
N.T.S. THE METHOD OF TRUSS WEB BRACING SHOWN- ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
lOd NAILS @ 6' O.C. Od NAILS @ 6' O.C.
X6"OR 2'X8' 'X4'
L -BRACE L -BRACE ( -'" SHEATHING REE.
IG
OPTIONAL FRONT ELEVATION
N.T.S.
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED.
■ ROOF STEEL, 29GAUGE .GRAND -RID 11I, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' Q.C. (NEXT TO HIGH RIB)
w EAV E AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE.FDLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED
v ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. #10. x 1 1/2' E 9' D.C. (NEXT TO HIGH RIB)
TRUSS WEB MEMBER TRUSS WEB MEMBER ■ BASE GIRT, END TRUSS,AND DOOR HEADER SCREWS. 4114 x 1 1/2'
8 BOTH SIDES OF EACH MAJOR RIB.
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
ENDWALL DOOR ,HEAD RS 6WGAHLEAENDG BUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
Sl S3 S2
c
S4 -
S5
.TYPICAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATIC N.T.S.
SS 2' X 8' HEADER N
S2 2' X 10' HEADER FOR
2' X 8' HEADER F05R 10' & 12' SLIDING DOORS
]R 8' & SMALLER SLIDING DOORS
DIAPHRAGM SCREWS, .TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
STEEL SHEE-PING SCREW -PATTERNS
10'4"
10'-0"
6"X 6"
T-12
41
1 _
-
FOOTING
SEE
DETAIL 33
12'-0"
-----
ff..
... -
NS"
3'-0"
N.T.S.
0.20
10'-0"
10'-0"
GABLE END
TRUSS
3'-0"
_
30"
8 - �6cI NAILS
10'-V'
__IT -O"
6"X V'
20"
T -W,
_NO
NO
0.24
10'-0"
SPLIT SLIDER DOOR OPTION
6"X 10"
__
20'
3'-0"
OPTIONAL
FRONT ELEVATION
10'-0"
20'-0"
8 - 16d NAILS
21'
_Y
3'-6"
2" X 6'
BOLTING
X 18"
BLOCK
12-0"
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
6" X 6"
26"T
CORNER POST
S1
HALF TRUSS DESIGN BY OTHERS
12-0"_f07-0.
---0"
----
66"X 6"
----
S2 `2
X '10' HEADER UP TO 12' 0' DOORS
NO
0.41
12-0"
----
12'4"
-----
2' X 12' HEADER UP TO 20' 0' DOORS
--
26"
---
3'-0"
---
NO
0.41
2' X 12' BACKED WITH 2' X 6' UP TO 24' 0'
14'-0"
V
6" X 6" W/2" X 6"
8 - 16d NAILS
S3
2' X C' HEADER
Zn X 6'
°
X 18,
96'-1"
6" O 8"W127 X 6"
S HRU 14'
4' X;_6HEIGHT TFACER
ATING
BOCK
0.41
S4
W/OOR
2' X86
WALL6' DOOR POST - 16' & 18'
6"X B"w&_xX 6"
_
26'
3'-0"
_NO _
NO
HEIGHT W/ 2' X 8' FACER.
6' XLE
12'-0"
20'-0"
6" X 10" W/2" X 6"
26"
2"X 6' KINGPOST
NO
DE1 Ail.
3 I
SCHEDULE 30' SPANS,
WA�� -
LIVE LOAD.
POST
COLUMN
S5
DOUR
CONCRETE
„�,..•••....
TYPL GABLE
END
W X D
"B" DIA.
'T'
mkitarrnN
VOLUME, YD
10'-0"
B'-0" _
12'-0"
- 1W4";
---
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED.
■ ROOF STEEL, 29GAUGE .GRAND -RID 11I, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' Q.C. (NEXT TO HIGH RIB)
w EAV E AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE.FDLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED
v ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. #10. x 1 1/2' E 9' D.C. (NEXT TO HIGH RIB)
TRUSS WEB MEMBER TRUSS WEB MEMBER ■ BASE GIRT, END TRUSS,AND DOOR HEADER SCREWS. 4114 x 1 1/2'
8 BOTH SIDES OF EACH MAJOR RIB.
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
ENDWALL DOOR ,HEAD RS 6WGAHLEAENDG BUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
Sl S3 S2
c
S4 -
S5
.TYPICAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATIC N.T.S.
SS 2' X 8' HEADER N
S2 2' X 10' HEADER FOR
2' X 8' HEADER F05R 10' & 12' SLIDING DOORS
]R 8' & SMALLER SLIDING DOORS
DIAPHRAGM SCREWS, .TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
STEEL SHEE-PING SCREW -PATTERNS
10'4"
10'-0"
6"X 6"
18"
3'-0"
NO
0.20
10'-0"
-----
12'-0"
-----
6"X6"
--------
NS"
3'-0"
NO
0.20
10'-0"
10'-0"
22'-0"
6" X IW' W/2" X 6"
3'-0"
_
30"
0.20
10'-V'
__IT -O"
6"X V'
20"
T -W,
_NO
NO
0.24
10'-0"
_78'-0"
6"X 10"
__
20'
3'-0"
NO
0.24
10'-0"
20'-0"
6" X 10"
21'
_Y
3'-6"
__
NO
0.27
12-0"
8'-0"
6" X 6"
26"T
-W,
NO
0.41
12-0"_f07-0.
---0"
----
66"X 6"
----
26"
_
3'4"
NO
0.41
12-0"
----
12'4"
-----
6" X W/2" X 6"
---------
--
26"
---
3'-0"
---
NO
0.41
12-0"
14'-0"
V
6" X 6" W/2" X 6"
26"3'-0"
NO --
0.41
12-0"
96'-1"
6" O 8"W127 X 6"
26"
3'A"
0.41
12-0"
lwoe
6"X B"w&_xX 6"
_
26'
3'-0"
_NO _
NO
0.41
12'-0"
20'-0"
6" X 10" W/2" X 6"
26"
3'-2"
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, YD
10'-0"
B'-0" _
12'-0"
- 1W4";
---
G" X
26"
3'-0"
NO
0.41
0.41
0.41
0.41
-----
10'-0"-4'-0
-----
_6"
6" X 6" W/2" X 6"
---- -- ----
6" X 6" W/2" X 6"
---
2i;;--3'-0"
26"
3'-0"
3'-0"
_ _
NO
NO
NO -
16'-0"
6" X 8"
_26"
26'
_y:5;r0.41
NO
0.41
10'4"
18'-0"
6" X 8 W/
" 2" X 6"
26"
3'-0"
id0
0.41
0.41
20'-0"
6" X 8" W2" X 6"
26"
3'-0"
NO
6" X 10" W/2" X6"
26"
NO
0.44
10'-0"
24'-0"
6" X 12"
26"
_3'4
3'3"
NO
0.45
12-0"
8'-0"
6" X 6"
28"3'-0"
NO
0.47
---- ---
-----
----
"
283'-0"
_
0.47
12-0"
12'-0"
X 6" W/2" X 6"
28"
3'-0"
_NG
NO -
0.47
12-0"
14'1"'
W
6" X 8"
28"
3'-0"
NO
0.47
_12:0
16'-9'°
6'' X 8" W/2" X 6" -
3'-0"
NO _
0.47
124'
_ 18'-0"
20'-0''
6" X W'___
_28"
3' -NO
0.47
0.47
12-0"
6" X 12"
_
_28"0"_ 28"
3'-0"
__
_ NO
124'
- 124'
--2Z-V'-
M -V'
6"X 12"W/2" X 6"
28'
3'-2"
_
NO
0.5
0.56
V' X 12"
_
28''
_
3'-6"
NO -
POST/FOOTING
SCHEDULE 36' SPANS,
30 & 40 PSF
LIVE LOAD.
POST
COLUMN
FOOTING
I KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
'T'
I REQUIRED
VOLUME, YD
10-0'
8-0 _6'X6"
28"
3-0
NO
0.47
10-0
10 .0__
10-0'
"U-0
12-0
14-0
6 X6
6 X6 W/2 X6"
28"
314;__
_
NO
0.47
0.47
0.47
28"
34
_K0
6-X6 WJ2"X6"
28"
3-0
-
NOO
16 -0
6' X 8"
28"
3'-0"
NO
0.47
1 e -0
6' XX 888'W/2" X 6"
28"
3'-0"
_
O_
0.47
_
_,
0.47
10'-0"
2T -O"
6" X 10" W/2" X 6"
28'
- NO
0.47
0.50
10'-0"
_ _
24'.0"
6" X IV'WIZ* X 6"
_
1 28"
_3'-0" _
T-2"
_
I YES -
12-0"
8'.9'
6 X 6"
32"
3'.V'
NO
0.62
0.62
0.62
12-0
12-0'
10 -0
12'4'-
_
6 X 6"
_
32"_
3-0
T -W
_ _
_ NO
NO
6 X 6" W/2" X 6"
32"
124'
14.0
6 X 8"
NO
0.62
12-0"
16'-0"
6" X 6" W/2" X 6"_
_32---3-0
32"
3'-V'
NO
0.62
12-0"
18'-0"
6" X 10"
22"
T:6;
NO_
0.62
12-0''
20'-0"
6" X 10" W/2"X 6"
32'
3'-0"
NO
0.62
12-0"
124'
22'-0"
7W.9-
6" X 12"
6" X 12" W/2" X 6"
32"
32"
3'-2"
3'-0"
NO
NO
0.66
0.66
POST/FOOTING
SCHEDULE 40' SPANS,
30 & 40 PSF
LIVE LOAD.
12'-0"
6"
10'-0"
14%0"
6" X 6" W/2" X 6"
0.55
0.55
0.55
0.55
0.55
0.55
0.55 -
0.55
0.58
YES_
6" X 8"
- 10.0'._.
-16-0
6"X8"W@^x6"..
_
10'-0"
30'
Y-&_VE3
_
30"
3'4"
10'-0"
22'-0"
6" X IW' W/2" X 6"
164" IV X8"
6" X 10"
6-, X 12"
24'-0'' 6" X 12"
30"
T-91
NO
0.55
0.55
0.55
0.55
0.55
0.55
0.55 -
0.55
0.58
YES_
NO
YES-
NO
30"_
NO
-
NO
30'
Y-&_VE3
_
30"
3'4"
_
NO
30'
_&_
_
30"
_
3'-0"
_NO
NO
300"
W.
NO
30'
3'-2"
YES
33"
3'-0"
NO.-
0.66
0.66
0.66-.
0.6E
0.66-
0.66
0.66
- 0.70
33'
3-4-
NO
33"
3-0
NO
33"
33"
3-0'
3'•0"
_
NC _-
NO -
33"
33"
T -T'
NO
NO0.70
'-
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
NC_
_
NO _
NO
NO
YES_
NO
YES-
NO
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.83
NO
NO
"NO_-_-_,
NO
_
YES_
NO
NO
N .. 1U -u'_- 7u'.U" 6"X6" 36" 3'-0" NO 0.79
..... TS :-: - 10.0'• 12'-0" V X 6" W/2„ X 6„ 36„ 3',0'• NO 0.79 '..
--- - ---- - ----
36" 3'-0" NO 0.79 ',..
1 .11 .2ll X6 36 -0 3NO 0.79
10'-0" 18-0 .6'X10" 26'_ 3'4' NO 0.79.
20 -0 6' X 10'' W/2" X 6" 36" 3'-0" YES 0.79
---- - ---
6" X 10" W/2" X 6" 36" 3'-0" _40 0.79
_
104" 24'-0" -
6" X 12" 36" 3'-2" YES 0.83
12-0" 8'-0" 6" X 6" 40" 3'4" NO 0.97
12-Y' - -10'-0" _ 6" X 6" W/2-, X 6" 40,--0, -3, NO -- 0.97
$ 2-0'_ -iliO" 66"X B" 40" 3'-0" N_ O_ 0.97
12-0" 14-0 6 X8"WIZ' X6"40'_ 3-0_ NO 0.97
H'NO 0.97
W y�. 12-0'^ . 18 -0 6 . X 8o W/2" X 6" 40' 3 -0 YES 0.97
�XPti p 12-0"- _ 20'-0" 6„ X 10" W/2•' X 8„ 40" 3'-0'• NO -NO 0.97
-
12-0" 22'-0" 6" 12 W/2" X 6 40" 3'-0" NO 0.97
T 7%F I1} JE -0„ - - 24'-0" V' X 12" W/2•'X 6„ 40,E - 3,-T;- NO 1.03
.FpL(]dBWXOTL RGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
J� "J
R1IST8ILF' LAMINATIONS.
2. ENDWALL POSTS SMALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED
/OVAL ti� POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X
EXPIRES (�!()y [/ 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 FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4".
WAMBEKE ENGINEERING
2913 E. 61st Court
Daniel Wambeke P. E. Spokane, WA 99223
Telephone, 509-44376186 Fax, 509-448-6582 a -mall dwambeke@msn.com
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
POST FRAME BUILDINGS
30 & 40 PSF LIVE LOAD
U. S. STEEL POLE BUILDINGS
9609 E. MAXWELL
SPOKANE VALLEY WASHINGTON 99206
BY DATE DRAWING NO., REV.
DRAWN WAMBEKE t1-11-06 U.S.STEEL.IBC2003-0
X CHECKED
:IPTION OF CEt PROJECT NO' 2006 SCALE, N.T,S. SHEET. I OF 1
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILCiNG SUBJECT
TO FIELD INS/2E0' COgRECTIONS
Scan ,..-..
REVIEWED FOR CODE COMPLIANCE
SPOKANE VALLEY BUILD G DI SION