2007, 03-23 Permit App 07000931 Pole BldgProject Number: 07000931 Inv: I
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 990 SQFT POLE BLDG
Setbacks: Front
Left: Right: Rear:
Site Information:
Plat Key: 000000 Name: Range
Contact: PITTMAN, L I & R C
Address: 7605 E BROADWAY AVE
C - S - Z: SPOKANE, WA 99212
Phone: (509) 953-6463
Group Name:
Project Name:
Date: 3/23/2007 Page 1 of 2
District: Sout
Parcel Number: 35232.1914
SiteAddress: 4602 E 2ND AVE
Location:: CSV
Zoning: UR-3.5
Block:
Urban Residential3.5
Water District: 003 CARNHOPE
Area: 6,750 Sq Ft Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Lot:
Owner: Name: PITTMAN, L I & R C
Address: 7605 E BROADWAY AVE
SPOKANE, WA 99212
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
eleased By:
Originally Released: 3/23/2007 By: TMELBOU
Landuse/Zoning/HE Conditions
OLU?et— a ,eri \ccj JD k)v: lr%�rn5 "tZ. 0'— St CZ
Permits: _ �....
Operator: JD Printed By: JD Print Date: 3/23/2007
35`
n
71
7\
3
wa
ioI
PLANNING DEPT. APPROVED
BY:m „If
DATE: 3/ Z"-Ion}
o'
Project Number: 07000931 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Contractor: OWNER
Description Grp Type Notes
POLE BDLG U-1 VB
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Notes:
Payment Summary: ,.
Permit Type
Building Permit
Building Permit
Firm: OWNER
Phone: (000)
This Application:
Sq Ft Valuation
990 $18,810.00
Date: 3/23/2007
Page 2 of 2
000-0000
Total Project:
Sq Ft Valuation
990 $18,810.00
Totals: 990 $18,810.00
Units Unit Desc
1 SELECT
1 SELECT
1 SELECT
Fee Amount
$388.56
Permit Total Fees:
Invoice Amount
990 $18,810.00
Fee Amount
$307.25
$76.81
$4.50
Amount Paid
$388.56 $0.00
$388.56 $388.56 $0.00
$388.56
Amount Owina
$388.56
$388.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD
Print Date: 3/23/2007
Spokane
Valleg,
Community Development
Permit Center
11707 E Sprague Ave, Suite ioMA
Spokane Valley, WA 99206
(509)688-0036 FAX:(509)688-0037
UJ
Residential Construction
Permit Application
2D07
RI
PERMIT NUMBER:
PERMIT FEE:
gNew Construction
❑ Addition/Remodel
L Other:
[] Accessory Bldg
❑ Deck
SITE ADDRESS
ASSESSORS PARCEL NO: 5Ss 32. 141/ Li
LEGAL DESCRIPTION:
Building Owner:
Name: Zti YV\C.v; .A, C_ . T i
. Wv.a„ i
Address: 2/ y 7 ?L.n.h
.
City:‹. -ram kra , State:
I — Zi yak i-�
Phoney)5 .6 Li 3 Fax:
Contact Person
Name:
Phone: t',� > �• =-� C
Describe the scope of work in detail:
Contractor: r
Name: j
Address:, / , f75.61.1- ,z .,i i;
City / r State: w 7 .
✓
Z
L
42/
Phone: G/ Y Fax:
Contractor Lic No: V i-r Exp Date: W A
City Business Lic. No: Id
Cost of Projectlia-G:�
y;: 1 1 _E y.; � too
**************Tje followins MUST be complete: (write N/A if not applicable)**********************
HEIGHT TO PE/).K:
DI EI SIO i
# OF STORIES: i
TOTAL HCIIIT4BLE SPACE:
MAIN FLOOR TO SQ.
qc5 fe_J 1✓'
2Nu FLOOR FTG:
v / 1,
UNFIN BASEMENT SQ. FTG:
h) ,-)
IMPERVIOUS SURFACE
AREA:
FINISHED B,AIS MENT
SQ. FTG: it �1
GARAGE SQ .FTG:,
i S! ,=r . -F
DECK/COV. PATIO SQ. FTG:
Ai /- t
30% SLOPES ON / I
P TY: �, ,'t
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE: ( / �'
SEWE f R 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
Method of Payment:
j Cash
Bankcard #:
Authorized Signature:
REVISED 825/2005
❑ Check
❑ Mastercard
Expires:
Date 6//,
0 VISA
VIN#:
3o t
PLANING On
DATE: 34910-7
so`
TREATED POST
4 - 16d GALV.
PURLIN CONNECTION METHODS!
A).
NAILS
EACH GIRT
B).
2" X 6" GIRT (FLAT)
TYPICAL GIRT CONNECTION
NOTES FOR FLOOR PLAN
CO 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"; D = 3' 0"
MAXIMUM POST SPACING 12' 0"
PURLINS @ 24" ❑.C., BEARING OR
JOIST HANGERS (TYPICAL)
1-
lD
z
W
J
WO 0-
a. w
tWo ��
/- - -a
0
I
N
.-a
f
ti
C ).
SPANS 12' TO 60'
ca DOUBLE TRUSSES
to w
Z >
-+
Q!J
0. N
• (3-
CO
x't
N00!
W
V)
BO
w
l7
o!
DOUBLE TRUSSES
A SINGLE TRUSS
\_ \-®
PLAN VIEW
N.T.S.
12
NOTES FOR SECTION A -A
R TYPICAL PURLIN, SEE FLOOR
PLAN FOR SIZE
Sz TRUSS DESIGN BY OTHERS
0 2' X 6' @ 24' D.C., 10' BAYS
2' X 6' @ 24' ❑.C., 12' BAYS
DF-L #2 GIRTS FLAT @ 24' 0. C.
0 CONCRETE F❑❑TING, SEE SCHEDULE
S5 EXTEND POST TO TOP OF PURLIN
ROOF FASTENED TO PURLINS WITH
1 1/2' LONG WDDDFAST TEKS.
WALLS FASTENED TO
GIRTS WITH 1' LONG
W❑ODFAST TEKS.
5
SEE FOOTING }
DETAIL ''tifigt
BUILDING SECTION A -A
0
2
4I 1
N.T.S.
i
1
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
CS 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
0 2" X 10" HEADER
0 2" X 6" GIRTS @ 24' O.C., 10' BAYS, DF-L #2
2". X 6" GIRTS @ 24" O.C., 12' BAYS, DF-L #2
0 2" X 8" FACIA BOARDS
0 TREATED WOOD POSTS, SIZED PER SCHEDULE
0 OR ETREATED 2" 6"BOTTOM
B10 T BOTTOM GIRT
PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON JOIST HANGERS
OR EQUAL.
PURLINS MAY BE
BUTTED AND NAILED
W/(2) 16d NAILS
INTO EACH PURLIN.
PURLINS MAY BE
LAPPED AND NAILED•
W/(3) 16d NAILS
ON CONNECTION METHODS
"B" AND "C", TOENAIL
BACK SIDE OF PURLIN
W/(1) 16d NAIL INTO
EACH TOP CHORD MEMBER
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
/1
1"
- 1601 NAILS
6", 8" OR
10" POST
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
(a TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
C UNDISTURBED SOIL
FOOTING DETAIL
GABLE END TRUSS
8 - 16d NAILS
2" X 6" X 18"
BOLTING BLOCK
2" X 6" X 18"
BOLTING BLOCK
DETAIL 3
N.T.S.
- 16d NAILS
CORNER POST
- 16d NAILS
TYP. GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
POPLIN
METNC ONNec
D "A' 7 oN
NOTES FOR CONNECTION DETAIL
O TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
0 PURLIN SUPPORT STRUT 2" X '4" X FULL
DEPTH OF TOP CHORD PLUS PURLIN.
NAIL PURLINS W/(3) 16d NAILS
0 NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE,
O MANUFACTURED TRUSS. NOTCH POSTS
1-1/2" EACH SIDE TO PROVIDE TRUSS SEAT.
SS WOOD POST, SEE POST/FOOTING SCHEDULE.
0 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'0 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION POINTS.
0 TYP. PURLIN, SEE FLOOR PLAN FOR.. SIZE
0 2" X 6" OR 2" X 8" TOP GIRT
0 4 - 16d NAILS OR 3/4'0 M. BOLT
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR OPTION
OPTIONAL FRONT ELEVATION
12
N.T.S.
S3
3068 MANDOOR OPTION
•;r
s.
OPENING
k
OPTIONAL FRONT ELEVATION
12
N.T.S.
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
0 HALF TRUSS DESIGN BY OTHERS
0 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"
0 2" X 6" HEADER
0 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.
0 DOUBLE 2" X 6" KINGPOST
DETAIL 2
KNEE BRACE
N.T.S.
NOTES FOR DETAIL 2- KNEEBRACE
0 TRUSS TOP ..CHORD, DESIGN BY OTHERS
0 TRUSS BOTTOM CHORD, DESIGN BY OTHERS.
0 2" X 6' DF-L #2 EACH SIDE
0 WOOD POST, SEE P❑ST/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.
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 A D CLAYEY GRAVEL SOILS
OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY TH ENGINEER.
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTING . 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 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 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 WOC'D 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 BRACING.
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS FPS
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
l0d NAILS @ 6" O.C.
"X6"OR2"X8"
L-BRACE
Od NAILS @ 6 O.C.
" X 4'
L-BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
SECTION B-B SECTION B-B
AT INTERIOR TRUSSES AT GABLE END TRUSS
TYPICAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING
0 GABLE END TRUSS
0 DOUBLE INTERIOR TRUSSES
0 2" X 4" X-BRACING @ 10' 0" O.C.
0 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
OVERHEAD DOOR
OPENING
SLIDING DOOR
OPENING
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION
0 2" X 8" HEADER
0 2" X 10" HEADER FOR 10' & 12' SLIDING DOORS
2" X 8" HEADER FOR 8' & SMALLER SLIDING DOORS
N.T.S.
N.T.S.
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED:
MI ROOF STEEL: 29 G;UGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
x FIELD SCREWS:':#1G x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
X EAVE AND RIDGE. PURLIN SCREWS: #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED:
x ENDWALL STEEL: 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
x FIELD SCREWS! #1U x .1 1/2' . € 9. O.C. (NEXT TO HIGH RIB)
x BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS' #14 x 1 1/2'
2 BOTH SIDES, OF EACH MAJOR RIB.
DIAPHRAGM SCREWS
DIAPHRAGM SCREWS E ENDWALL BASE GIRT ACROSS
EAVE &`RIDGE PURLINS ON ROOF END TRUSS TOP CHORD,
DIAPHRAGM
ABOVSCREWS) TYPICAL SCREW PATTERN, EXCEPT As -
NOTED
STEEL SHEETING SCREW PATTERNS
N.T.S
i41410
EXPIRES 12/29/07
POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
WXD
"B" DIA.
"T"
REQUIRED
VOLUME, YD3
10'-0"
10'-0"
10'-0"
10'-O" ..
10'-o"
10.-0"
8'-0"
10'-0"
12.-0„_
14'-0"
16'-0"
18'-0"
6"X6"
6"X6"
6" X 6"
6" X 6" W/2" X 6"
6" X 8"
6"X10"
6" X 10"
18"
18"
18"
18"
20"
20"
21"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
NO
NO
NO
NO
NO
NO
NO
0.20
0.20
0.20
0.20
0.24
0.24
0.27
12-0"
12-0"
12-0"
12 0"
12-0"
12-0"
8.,0"
10'-0"
12'-0"
14'-0"
16'-0"
18'-0"
20'-0"
6"X6
6"X 6.
6"X6"W/2"X6"
6" X 6" W/2" X 6"
6"X8"W/2"X6"
6" X 8" W /2"X6"
6" X 10" W/2" X 6"
26"
26"
26"
26"
26"
26"
26"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-2"
NO
NO
NO
NO
NO
NO NO
0.41
0.41
0.41
0.41
0.41
0.41
0.44
POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
10'-0"
10'-0 ,
10'-0"
10'-0"
_
..H..
8'-0„
12'-0"
14'-0"
18'-0"
22'-0"
24'-0
WXD
6" X 6"
6'. ken -- 6" X 6" W/2" X 6"
6"X6"W/2"X6"
6"X8"W/2"X6"
6"X8"W2"X6"
6" X 10"W/2" X 6"
6" X 12"
"B" DIA.
26"
26"
26"
26"
26"
26"
26"
26"
"T"
3'-0"
3'-0"
3'-0"
3'-O"
3'-0"
3%.2"
31.311
REQUIRED
NO
kJ --
NO_..._
NO
NO
NO
NO.
NO
VOLUME, YD3
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.44
0.45
12-0"
12-0"
12-0"
12-0"
12-0
12-0"
8'-0"
10'-0"
12'-0"
14'-0"
16'-0"
18'-O"
22'-0"
24'-0"
6" X 6"
6"X6"
6" X 6" W/2" X 6"
6" X 8"
6"X8"W/2"X6"
6"X 10" -
6"X12"
6" X 12" W/2" X 6"
6"X12"
28"
2828"
28"
28
28"
28"
28"
28"
3'-0"
3'-0"
3'-0"
3'-0"
3'-2"
3'-6"
NO
NO
NO
NO
0.47
0.47
0.47
0.47
0.47
0.47
0.47
0.6
0.56
POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
.,H..
WXD
"B" DIA.
"T"
REQUIRED
VOLUME, YD3
10'-0"
10'-0"
10,-0„
loco"
10'-0"
10'-0'
8'-O"
10'-0"
12'-0"
14'-0"
18'-0".
20'-0"
22'-O '
24'-0"
6"X6"
6" X 6"
6"X6"W/2"X6"
6"X6"W/2 X 6"
6" X 8"
6" X 8'•W/2"-X 6"
6"X10"
6" X 10" W/2" X 6"
6" X 10" W/2" X 6"
28"
28"
- 28" 28„
~28"
28"
28"
28"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-2"
NO
NO
NO
NO-
--.___
NO
NO
NO
NO
YES
0.47
0.47
0.47
0.47
0.47
0.47
0.47
0.47
0.60
12-0"
12-0'' -
- 12-0"
12-0
12-0"
12-0"
-12-0"
12-0
12-0
8.-0"
10'-0"
18'-0"
22'-0"
24'-0"
6" X 6"
6"X6" _
6" X 6" W/2"_.
X 6"
6" X 8
/�V
6"X10" G
6" X 10"W/2" X 6"
6" X 12"
6" X 12" W/2" X 6"
32"
32"
32"
32"
--32"
32"
32"
32"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-0"
3'-2"
3,;3„
NO
NO
NO
NO
NO
NO
NO
NO -
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.66
0.68
POST/FOOTING SCHEDULE 40' SPANS, 30 8, 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
12-0"
12-0"
12-0"
12-0"
6" X 8" W/2" X 6"
6" X 10" W/2" X 6"
30"
30"
30"
30"
30"
30"
30"
30"
30"
6" X 6" 33"
6" X 6" 33"
314)11
3'-2"
REQUIRED
NO
NO
YES
NO
NO
NO
YES
NO
NO
NO
NO
Rd-
VOLUME, YD3
0.55
0.55
0.65
0.55
0.55
0.55
0.55
0.55
0.66
0.58
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.70
0.72
POST/FOOTING SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"B" DIA.
REQUIRED
VOLUME, YD3
6" X 8" W/2" X 6"
10'4"
12-0"
34"
34"
34"
34"
34
36"
36"
36"
36"
36"
36"
36"
36"
314111
NO
NO
NO
YES
YES
NO
NO
NO
NO
NO
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.83
0.83
'POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"B" DIA.
REQUIRED
VOLUME, YD3
16'-0"
12-0"
12-0"
12-0"
6" X 10"
6" X 10" W/2" X 6"
6" X 10" W/2" X 6"
6" X 8" W/2" X 6"
6" X 10" W/2" X 6"
6" X 12" W/2" X 6"
36"
367
36"
36"
36"
36"
36"
36"
40"
4011
40"
40"
4011
4011
40"
31.411
31.011
314)11
31.011
31.011
3114)11
31.011
4011
40"
31.11.111
3'-2"
NO
NO
NO
NO
NO
YES
YES
NO
140
NO
NO
YES
NO
NO
NO
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.83
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
1.03
NOTE:
1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2" 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.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X
3'-0" DEEP FOR WALL HEIGHTS TO 16.-0". ABOVE 16' WALL HEIGHT,
FOOTINGS SHALL BE 24"0 X V-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
LAYOUT, EJRUCTURAL DETAILS AND SPECIFICATIONS
PCMT FRAME BUILDINGS
30 6,4 40 PSF LIVE LOAD
TK ENTERPRISES
P. O. BOX 18181
SPOKANE. WASHINGTON
DESCRIPTION OF CHANGE
DRAWN
CHECKED
BY DATE
WAMBEKE
99228
DRAWING NO.1 REV.
5--05-06 TK ENT.IBC2003-06
SHEET, 1 OF 1
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
REVIEWED FOR C DE MPLIANCE
SPOKANE VALLEY UILD1 GG DIVISION
i7v 3 t j `�