2006, 09-15 Permit App 06003682 Structural Details(U
TREATED POST
- 16d GALV. NAILS EACH GIRT
(--- 2" X 6' GIRT (FLAT)
TYPICAL GIRT CONNECTION
NOTES FOR FLOOR PLAN
D 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"j D = 3' 0'
MAXIMUM POST SPACING 12' 0'
�3 PURLINS @ 24' O.C., BEARING OR
JOIST HANGERS (TYPICAL)
0
Z"Q
JD
CeJ
•O 0-W
.>
- �J
XW
•
010
0_
De)
2
A
W
W
0
0
(U
f
SPANS 12' TO 60'
PURLIN CONNECTION METHODS:
A), PURLINS MAY BE HUNG`
OFF THE TRUSS TOP CHORD
FACES W/ STANDARD `
SIMPSON JOIST HANGERS
OR EQUAL.
B). PURLINS MAY BE
BUTTED AND NAILED
W/(2) 16d NAILS
INTO EACH PURLIN
C). PURLINS MAY BE
LAPPED AND NAILED
W/(3) 16dNAILS.
ON CONNECTION METHODS
'B' AND "C", TOENAIL
BACK SIDE OF PURLIN
W/(1) 16d NAIL INTO
EACH TOP CHORD MEMBER
f
DOUBLE TRUSSES
DOUBLE TRUSSES
SINGLE TRUSS ni
PLAN VIEW
NOTES FOR SECTION A -A
si TYPICAL PURLIN, SEE FLOOR
PLAN FOR SIZE
S2 TRUSS DESIGN BY OTHERS
0 2' X 6' @ 24' O.C., 10' BAYS
2' X 6' @ 24' O.C., 12' BAYS
DF-L #2 GIRTS FLAT @ 24' O.C.
CONCRETE FOOTING, SEE SCHEDULE
EXTEND POST TO TOP OF PURLIN
ROOF FASTENED TO PURLINS WITH
1 1/2' LONG WOODFAST TEKS.
WALLS FASTENED TO
GIRTS WITH 1' LONG
WOODFAST TEKS.
0
S5
N.T.S.
rg
5
SEE FOOTING
DETAIL igigt
BUILDING SECTION A -A
N.T.S.
12
°
I -1
20' 0' MAXIMUM
i
i
i
11111111.111111.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
N.T.S.
43
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
2' X 10' HEADER
2' X 6' GIRTS @ 24' O.C., 10' BAYS, DF-L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF-L #2
2' X 8' FACIA BOARDS
TREATED WDDD POSTS, SIZED PER SCHEDULE
TREATED 2' X 6' BOTTOM .GIRT
OR TREATED 2' X 10" BOTTOM GIRT
DETAIL 1 TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
//
•
16c1 NAILS
6", 8" DR
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
1S;. TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
UNDISTURBED S❑IL
FOOTING
DETAIL
GABLE END TRUSS
16d NAILS
2 " X 6" X 18"
BOLTING BLOCK
2" X 6" X 18'
BOLTING BLOCK
DETAIL 3
TYP. GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
N.T.S.
8 16d NAILS
CORNER POST
- 16d "NAILS
PURLIN
• ON
t HOD 'A'
12
NOTES FOR CONNECTI❑N DETAIL
0 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.
S4 MANUFACTURED TRUSS. NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT.
0 WOOD POST, SEE POST/FOOTING SCHEDULE.
06 4 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'0 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION PINTS.
S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE
0 2" X 6' OR 2' X 8' TOP GIRT
S1 4 - 16d NAILS OR 3/4'0 M, BOLT
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
12
41
N.T.S.
SINGLE SLIDING DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
S3)
3068 MAND❑DR OPTION
s4
OPENING
OPTIONAL FRONT ELEVATION
N.T.S.
12
41-
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
Si HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12' 0' DOORS
2' X 12' HEADER UP TO 20' 0' DOORS
2' X 12' BACKED WITH 2' X 6' UP TO 24' 0'
0.;3 2' X 6' HEADER
S4 4' X 6' DOOR POST - 8' THRU 14'
WALL HEIGHT W/ 2' X 6' FACER.
6' X 6' DOOR POST - 16' & 18'
WALL HEIGHT W/ 2' X 8' FACER,
S5 DOUBLE 2' X 6' KINGPOST
DETAIL 2
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
S4 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 LOCATION.
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 Sc 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 ACCORDING TO IBC TABLE 1804.2. 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 M!X 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 IBC 2003. ALL NAILS INTO
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 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 OF WASHINGTON.
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
NOTES F
TRUSS DIAGF
THE METHOD
FOLLOW THE
TRUSS WEB BRACING
INTERIOR OR GABLE END TRUSSES
DR TRUSS WEB BRACING:
AMS WILL OFTEN REQUIRE WEB MEMBER BRACING; WHICH IS SHOWN ON TRUSS DRAWINGS.• pS ,
OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1" X °4" OR 2" X 4" WEB MEMBER BRACING
SE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE "RAT -RUN" WEB
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED
* ROOF STEEL+ 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
* FIELD SCREW& #10 x 1 1/2' AT 9' D.C. (NEXT TO HIGH RIB)
EAVE AND RIDGE PURLIN SCREWS' R14 xl 1/2' AT BOT-I SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED
ENDWALL STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
* FIELD SCREWS' 1110 x 1 1/2' @ 9' O.C. (NEXT TO HIGH RIB)
* BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS+ R14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB.
DIAPHRAGM SCREWS
DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS
ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
DOTED ABOSCREWS) TYPICAL SCREW PATTERN,
XCEPT AS
STEEL SHEETING SCREW PATTERNS
N.T.S
OVERHEAD DOOR
❑PENING
10d NAILS @ 6" O.C.
" X 6" OR 2' X 8"
L-BRACE
0d 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
1Z®
TYPICAL TRUSS BOTTOM CHORD B'tACING
NOTES FOR TRUSS BOTTOM CIDRD BRACING
Si GABLE END TRUSS
0 DOUBLE INTERIOR TRUSS
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
0 TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
SLIDING DOOR
❑PENING
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION
S1 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10'
2' X 8' HEADER FOR 8' &
N.T.S.
12' SLIDING DOORS
SMALLER SLIDING DOORS
N.T.S.
POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, YD3
10'-0"
8'-0"
6" X 6"
18"
3'-0"
NO
0.20
10'-0"
10'4"
6" X 6"
18"
3'-0"
NO •
0.20
10'-0"
12'-0"
6" X 6"
18"
3'-0"
NO
0.20
10'-0'
14'-0
6" X 6" W/2" X 6"
18"
3'-0"
NO
0.20
10'4'
16'4'
6" X 8"
20"
3'-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"
3 -0"
NO
0.41
12.0
10'.0
6" X6"
2 6"
3 '.0
NO
0 41
12-0
12.0
_
6" X 6" W/2" X 6"
26"
3.0""
NO
0.41
12-0"
14'-0"
6" X 6" W/2" X 6"
26"
3'4"
NO
0.41
12-0"
16'-0"
6" X 8" W/2" X 6"
26"
3 -O"
NO
0.41
12-0"
18'4"
6" X 8" W/2" X 6"
26"
3'-0"
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, YD3
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
10'4"
12'4"
6" X 6" W/2" X 6"
26"
3'-0"
NO
0.41
10'-0"
14'-0"
6" X 6" W/2" X 6"
26"
3'-0"
NO
0.41
10'-0"
16'4"
6" X 8"
26"
3'-O"
NO
0.41
10'-0"
18'-0"
6" X 8" W/2" X 6"
26"
3'4"
NO
0.41
10'-0"
20'-0"
6" X 8" W2" X 6"
26"
3'-0"
NO
0.41
10'-0"
22'4"
6" X 10" W/7' X 6"
26"
3'-2"
NO
0.44
10'-0"
24'-0"
-6"X 12"
26
3'-3"
NO
0.45
12-0"
8'-O"
6" X 6"
28"
3'-0"
NO
0.47
12-0"_
10 -0'
6" X 6"
28"
3'-O"
NO
0.47
12-0"
12 -0"
6" X 6" W/2" X 6"
28"
• 3'-0"
NO
0.47
12-0"
.44
6" X 8"
28"
3'-0"
NO
0.47
12-C
16 -0'
6" X 8" W/2" X 6"
28"
3'-0"
NO
0.47
12-0"
• 18'-0"
6" X 10"
28"
3'-0"
NO_
0.47
12-0" '
20',.O"
6" X 12"
28"
3'-0"
-- NO
0.47
12-0"
22'-0"
6" X 12" W/2" X 6"
28"
3'-2"
NO
0.6
12-0"
24'-0"
6" X 12"
28"
3'-6"
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, YD3
10'-0"
8'-0"
6" X 6"
28"
3'-0"
NO
0.47
10'-0"
---- -----
10'4"
6" X 6"
28"
3'4"
NO
0.47
6" X 6" W/2" X 6"
28"
3'-0"
NO
10'-O"
12'-0"
0.47
10'-0"
14'-0"
6" X 6" W/2" X 6"
28"
3'-0"
NO
0.47
10'4"
16'-0"
6" X 8"
28"
3'-0"
NO
0.47
10'-0"
18'-0"
6" X 8' W/2" X 6"
28"
3'-0"
NO
0.47
10'4"
20'-0"
6" X 10"
28"
3'-O"
NO
0.47
10'-O"
22'-0"
6" X 10" W/2" X 6"
28"
3'4"
NO
0.47
10'-0"
24'-0"
6" X 10" W/7' X 6"
28"
3'-2"
YES
0.60
12-0"
8'-0
6" X 6"
32"
3'-0"
NO
0.62
124
10 -0
6" X 6
32"
3 -0'
NO
0.62
12-0
12 -O
6" X 6" W/2" X 6"
32"
3 -0
NO
0.62
12-0"
14-0
6" • X 8'
32"
3'-O"
NO •0.62
12-0"
16 -0
6"X 8"W/2"-X-
6"
32"
3 -0 '
NO
0.62
12-0"
18 -0'
6" X 10"
32"
3'-0'
NO_
0.62
12-0"
20 -0
6" X 10" WIZ' X 6"
32"
3 -0"
NO
0.62
2"
1-0
22'-0"
6" X 12"
32"
3'-2"
- -
NO
0.66
12-0"
24 -0"
6" X 12" W/2" X 6"
32"
3'-3"
NO
0.68
POST/FOOTING
SCHEDULE 40' SPANS,
30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, YD3
10'-0"
8'-0"
6" X 6"
30"
3'-0"
NO
0.66
10'-0'
10'-0"
6" X 6"
30"3'-0"
NO
0.66
10'4"
12'-0"
6" X 6" W/2" X 6"
30"
3'-0"
-_
NO
0.55
10'-0
14-0'
6"X6 W/2"X6"
30"
3-0'
NO
0.66
10'-0
16 -0
6" X 8"
30"
3 -0"
YES
0.65
10'-0
16 -0
6" X 8" W/2 X 6"
30"
-0
3 '
_
NO
0.55
10'-0"
18'-0"
6" X 8" W/2" X 6"
30"
3'-0"
NO
0.66
10'-0"
20'-0"
6" X 10"
30"
3'-0"
NO
0.55
10'-0"
22'-0"
6" X 10" W/2" X 6"
30"
3'-0"
NO
0.66
10'-0"
24'-0"
6" X 12"
30"
3'-2"
YES
0.68
12-0"
8'-0"
6" X 6"
33"
3'-0"
NO
0.66
12-0"10
-0
6"X 6"33"-O
3
_
NO
0.66
12-0"
12 -0
6" X 6" W/2 X 6"
33"
3 -0"
NO
0.66
12-0"
14'-0"
6" X 8"
33"
3'4"
NO •
0.66
12-0"
16'-0"
6" X 8" W/2" X 6"
33"
3'-0"
NO
0.66
12-0"
18'-O"
6" X 10"
33"
3'-O"
NO
0.66
12.O"
20'-i '
6 ' X 10 W/2". X 6 '
33"
.i -v'
NO
0.66
12-0 __
22 -0
6" X 12"
33"-
3 2"
-N-.O
0.70
12-0"
24'-0"
6" X 12" W/2" X 6"
33"
3'-2"
NO.
0.72
POST/FOOTING
SCHEDULE 48' TO 52' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, YD3
10'-0'
8'-0"
6" X 6"
34"
3'-0"
NO
0.70
10 -0
10 -0
•-_ NO
0.70
6"X 6"34"3'-•O"
10'-0
12'-O"
6" X 6" W/2" X 6"
34"
3 -0
NO
0.70
10'4"
144'
•16
6" X 6" W/2" X 6"
34
3'-0'
NO
0.70
10 -0
-0
Si'X 8
34
3'-0'
YES
0.70
10'-0
16'-0"
6" X 8" W/2" X 6"
34"
3 -0"
NO
0.70
10'-0"
18 0"
6" X 8 W/2' X 6"
34"
3 -0"
NO
0.70
104
204'
6'X10
34
3-0'
YES
0.70
10'-0
22 -0
6' X 10 W/2 X 6"
• 34
3 -0"•
NO
0.70
10'-0"
24'-0"
6" X 12" W/7' 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"
NO
0.79
12-0"
12'-0"
6" X 6" W/2" X 6"
36"
3'-0"
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 10"
36"
3'-0"
YES
0.79
12-0
20 -0'
6" X 10" W/2 X 6"
36"
3'-0"
NO
0.79
12-0"22
-0
6"X 12"W/2' X 6"36"3
2
NO
0.83
12-0"
24'-0"
6" X 12" W/2" X 6"
36"
3'-2"
NO
0.83
POST/FOOT1 NG SCHEDULE 54' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B' DIA.
"T'
REQUIRED
VOLUME, YD3
10'-0"
8'-0"
6" X 6"
36"
3'-0"
NO
0.79
10'-0
10 -0"
6" X 6"
36"
3'-0"
NO
0.79
10'-0
12'-O
6" X 6" W/2" X 6"
36"
3'-0"
NO
0.79
10'-O
14 -0
6" X 8"
36"
3'-0"
NO
0.79
10'-0"
16'4"
6" X 8" W/2" X 6"
36"
3'-0"
NO
0.79
-10'-0"
18'4"
6" X 10"
36"
3'-0"
NO_
0.79
10'-O"
20'-0"
6" X 10" W/2" X6"
3'-0"
YES
0.79
10'-0"
__
22'-0"
_
6" X 10" W/2" X 6"
_36"
36"
3'-0"
NO
0.79
10'-0"
24'4"
6" X 12"
36"
3'-2"
YES
0.83
12-0"
8'-0"
6" X 6"
40"
3'-0"
NO
0.97
12-0"
10'-0"
6" X 6" W/2" X 6"
40"
3'-0"
NO
0.97
12-0"
12'-0"
6" X 8"
40"
3'-0"
NO
0.97
12-0"
14'-0"
6" X 8" W/2" X 6"
40"
3'-0"
NO
0.97
12-0"
16'-0"
6" X 8" W/2" X 6"
40"
3'-0"
NO
0.97
12-0"
18'-0"
6" X 10"
40"
3'-O"
YES
0.97
12-0"
20'-0"
6" X 10" W/2" X 6"
40"
3'-0"
NO
0.97
-1--0';-22
-0
6 X 12 W/2' X 6"
40
3 -0"
NO
0.97
12-0"
24'-0"
6" X 12" W/2" X 6"
40"
3.-2"
NO
1.03
:NOTE:
1. 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 #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 3'-4" DEEP:
4. ABOVE ° FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT
CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4".
EXPIRES 12
/29/07
e. 7 3177.1Et*_h
Da'n!0l
EKE ENGINEERING
2913 E. 61st Court
arhbeke,`"P. `' E Spokane, WA 99223
Telephone+ 509-443-6186 Fax+ 509-448-6582 e-mail dwanbeke@rnsn.corr
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
POST FRAME BUILDINGS
30 & 40 PSF LIVE LOAD, IBC 2003
Z. ; R. ENTERPRISES
P. 0. BOX 591
NINE MILE FALLS, WASHINGTON 99026
BY
DRAWN
WAMBEKE
REV BY DATE
CHECKED
DATE
4-08-06
DRAWING NO.'
Z.R..IBC.2003-06
DESCRIPTION OF CHANGE PROJECT NO.
2006
SCALE' N.T.S.
SHEET! 1 OF 1
REV.
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
wtola
REVIEWED FOR CODE OMPL . NCE
SPOKANE VALLEY BUILD NG DI SION