add to 2006 app poleN
0
0
TREATED POST
16d GALV. NAILS
2' X 6' GIRT (FLAT)
ti
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"; D = 3' 0"
MAXIMUM POST SPACING 12' 0'
PURLINS @ 24° O.C., BEARING OR
JOIST HANGERS (TYPICAL)
1-
p
Z
W
-J
W
0
W
0
A-
0
0
SEE
ti
SPANS 12' TO 50'
PURLIN CONNECTION METHODS:
A). PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
EACH GIRT FACES W/ STD.
SIMPSON JOIST HANGERS
OR EQUAL.
B), PURLINS MAY BE
BUTTED AND NAILED
W/C2) 1601 NAILS
INTO EACH PURLIN,
C). 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 CHDRD MEMBER
SPAN
S12 BOLTS
S13 16d NAI
il
24'
1
4
30'
2
8
36'
2
8;
40'
3
12
50'
3
12
60'
4
16
DOUBLE TRUSSES
W
l7
DOUBLE TRUSSES
3
SINGLE TRUSS EI
PLAN VIEW
N.T.S.
12
W(////
NOTES FOR SECTION A -A
Si TY ICAL PURLIN, SEE FLOOR
PL N FOR SIZE
qgp TR SS DESIGN BY OTHERS
013 2' 6' @ 24' ❑.C., 10' BAYS
2' 6' @ 24' ❑.C., 12' BAYS
DF L #2 GIRTS FLAT @ 24' O.C.
f, CO CRETE FOOTING, SEE SCHEDULE
EX END POST TO TOP OF PURLIN
R❑ F FASTENED TO PURLINS WITH
1 1 2' LONG VOODFAST TEKS.
WALLS FASTENED TO
GIRTS WITH 1' LONG
W❑ODFAST TEKS.
0
tU
0
tU
B
%SEE
IDETAIL
SEE FOOTING
DETAIL
LDING SECTION A -A
N.T.S.
12
SINGLE
OVERHEAD DOOR DPTIDN
FRONT ELEVATION
NOTES
S1 H
0
2'
S3 2J
2
0 2'
N.T.S.
FOR FRONT ELEVATION
LF TRUSS DESIGN BY OTHERS
PPORT PURLINS @ END TRUSS W/2' X 6'
2' X 8' STD JOIST HANGERS,
WER TRUSS FOR END OVERHANG, IF RER'D
X 10" HEADER
X 6' GIRTS @ 24' ❑.C., 10' BAYS, DF-L #2
X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF-L #2
X 8' FACIA BOARDS
S5 TREATED WOOD POSTS, SIZED PER SCHEDULE
T EATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
NOTE:
FOR 24' SPANS & 30 PSF
LIVE LOAD, 3/4" BOLTS
MAY BE REPLACED WITH
22 - 16d NAILS
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
NOTE: WHEN KNEE BRACE NOT REQUIRED, USE ONLY BOLT IN TRUSS 12
MfrN CENNf
NOTES FOR CONNECTION DETAIL
Si MANUFACTURED TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
S2 PURLIN SUPPORT STRUT 2' X 6' X FULL
DEPTH OF TOP CHORD PLUS PURLIN.
4D •q" CTjoN NAIL PURLINS W/(3) 16d NAILS
0 NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE.
S4 MANUFACTURED TRUSS - NAIL TO EACH
SIDE OF POST WITH 4 - 16d NAILS
ON TOP NAILING BLOCK
WOOD POST, SEE POST/FOOTING SCHEDULE.
4 - ' 10d NAILS
SOLID BLOCKING AT CONNECTION POINTS.
TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
2' X 6' OR 2' X 8' EAVE GIRT
KNEE BRACE, IF REQ'D. SEE POST SCHEDULE
AND DETAIL 2
2' X 6' X 24' OR 2' X 8' X 24' BLOCK
3/41'0 MACHINE BOLTS W/ 2' 0 FLAT WASHER
SEE CHART FOR `'QUANTITY
16d NAILS - SEE CHART FOR QUANTITY
DOUBLE OVERHEAD DOOR DPTIDN
OPTIONAL FRONT ELEVATION
N.T.S.
1"
& BOLTS INDICATED IN TABLE IN BOLTING BLOCK
NOTES FOR FOOTING DETAIL
TREATED POSTS AS SIZED PER SCHEDULE
.VIBRATE .OR ROD CONCRETE TO OBTAIN
FULL BEARING
CO UNDISTURBED S❑IL _
j
•
FOOTING DETAIL
GABLE END TRUSS
2' X 6' X 18'
BOLTING BLOCK
2'
N '
BOLTING BLOCK
N.T.S.
8-1601NAILS
CORNER POST
- 16d NAILS
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
NI .... 6" 8" OR
16d NAILS
10" POST
GIRTS
(TYP,)
METAL SIDING
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
4I
SINGLE SLIDING DOOR OPTION
OPTIONAL
RT ELEVATION .
12
N.T.S.
•e;s �
$� OPENING
3068 MAND❑DR OPTION Y r,
OPTIONAL FRONT ELEVATION
N.T.S.
10
02
SPLIT SLIDER DOOR DPTIDN
�I PTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
HALF TRUSS DESIGN BY OTHERS
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"
2' X 6' HEADER
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.
DOUBLE 2' X 6' KINGPOST
S5 3'
DETA
L 2
NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' ON EACH SIDE
4 WOOD POST, SEE PDST/FOOTING SCHEDULE
S5 16d GALV. NAILS, EACH SIDE
NOTES)
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
CONNECT.I❑N = (2) 3/4' DIA. THRU BOLTS,
EACH LOCATION.
KNEE BRACE
N.T.S.
OVERHEAD DOOR
OPENING
SLIDING DOOR
OPENING
•�� �� ��� %�� %�� •�� . �\ i�;.
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.
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED'
ROOF STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
NI FIELD SCREWS' #10 x 1 1/?' AT 9' O.C. (NEXT TO HIGH RIB)
• EAVE AND RIDGE PURLIN -SCREWS' #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM END\/ALL DIAPHRAGM REQUIRMENTS ARE NEEDED'
ENDWALL STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
* FIELD SCREWS' #10 x 1 1/E' @ 9' O.C. (NEXT TO HIGH RIB)
* BASE GIRT, END TRUSS, AN]) DOOR HEADER SCREWS' *14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB.
DIAPHRAGM SCREWS
DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS
EAVE &LRIDGE PURLIISSON ROOF END TRUSS TOP CHORD,
DIAPHRAGM
I ED ABOSCREWS; ''YPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
BULDING 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 SANDY GRAVEL AND/OR GRAVEL SOILS OF 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 318-92.
WOOD , � a,n re- MAXIMUM IS A.
1'i�lOC - STRUCTURAL LUMBER_SHALL CONFORM TO DE-L #2 OR OETTCR: BY �tJ4°I?r. :::P..",CL�v 42ULr:.�. MOISTURE CONTENT SHALL. BE r 9%
BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23''`OF IBC
2000. 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 IN WHICH THE BUILDING WILL
BE CONSTRUCTED.
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40'. PSF
TOP CHORD DEAD LOAD = 5 PSF
(§0 BOTTOM CHORD DEAD LOAD = 1 PSF 0
TYPICAL
III
1
TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' RAT RUN BRACING @ 10' 0' O.C.
S4 GABLE END POST TO TOP OF TRUSS
5) NAIL BRACES TO 2" X 3' NAILER WITH 2 - l0d NAILS
S6 2' X 3' NAILER NAILED TO TRUSES W/ 3 - 10d NAILS
N.T.S.
TRUSS WEB BRACING
INTERIOR OR GABLE END TRUSSES
NOTES FOR TRUSS WEB BRACING:
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
l0d NAILS @ 6' O.C.
X 6' OR 2" X 8"
L-BRACE
/ /
-TRUSS WEB MEMBER '' -TRUSS WEB MEMBER
�0d NAILS @ 6' 0.C.
I-2" X 4'
L-BRACE
SECTION B-B
SECTION B-B
AT INTERIOR TRUSSES AT GABLE END TRUSS
BRACING EEEQ
N.T.S
EXPIRES. .12/29107
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"
•10'-0"
6" X 6"
18"
3 O"
NO
0.20
10'-0
6" X 6"
18"
3 -0"
NO
0.20
- 10'-0"
.-10'=0„
12'-0"
14'-0"
6" X 6" __
6" X 6" W/2_" X 6"
18"
3 0"
3'-0':-
NO
0.20
0.20
18"
NO
10'-0"
16'-0"
6" X 8"
20"
3'-0"
NO
0.24
10'-0"
18'-0"
6" X 10"
20"
3'-O"
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' 4"
6"6 X "
26"
3'-0"
NO
0.41
12-0"
12'-0"
6" X 6" W/2" X 6"
26"
3'-O"
NO
0.41
12-0"
14-0"
6" X 6" W/2" X 6"
26"
3'-0"
NO
0.41
12-0"
16'-0"
6" X 8" W/2" X 6"
26"
3'-0"
NO
0.41
12-0"
18'-0"
6" X 8" W/2" X 6"
26"
3'-0"
NO
0.41
12'-0"
20'40"
6" X 10" W/2" X 6"
2s"
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'-O"
8'-0"
6" X 6"
26"
3'-0"
NO
0.41
10'-O"
-10'-0"
10'-0"
6" X 6" _
26"
3'-O"
NO__
0.41
12' -0"
6"X6"W/2"X6"_
26
-Ye
e- -O"
NO -
0.41
10'-O"
14-0"
6" X 6" W/2" X 6"
26"
-0 3'"
NO
0.41
10'-0"
16'-0"
6" X 8"
26"
3'-0"
NO
0.41
10'-O"
18'-0"
6" X 8" W/2" X 6"
26"
3'-0"
NO
0.41
10'-0"
_-0"_
10'
20'-0"
22'-0"
6" X 8" WZ' X 6"
26"
3'-O"
NO
0.41
0.44
6" X 10" W/2" X 6"
26"
3'-2"
NO
10'-0"
24-0"
6" X 12"
26"
3'-3"
NO
0.45
12-0"
8'-0"
6" X 6"
28"
3'-0"
NO
0.47
12-0"
10'-0"
6" X 6"
2
28"
3'-0"
NO
0.47
12-0"
12'-0"
6" X 6" W/2" X 6"
28"
3'-0"
NO
0.47
12-0"
---- -- -----
14'-028"
"
6" X 8"
3'-0"
"
NO
0.47
6" X 8" W/2" X 6"
28"
3'-0"
NO
12-0"
16'-0"
0.47
12-0"
18'-0"
6" X 10"
28"
3'4"
NO
0.47
12-0"
20'-0"
6" X 12"
28"
3'-0"
NO
0.47
12-0"
22'-0"
6" _X 12" W/2" X 6"
28"
3'-2"
NO
0.5
--12.0"-
-2O"4'-
0.56
6"X 12"
28"
3'-6"
NO
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'-O"
10'-0"
6" X 6"
28"
3'-0"
NO
0.47
10'-0"
12'-0"
6" X 6" W/2" X 6"
28"
3'-0"
NO
0.47
10'-0
14-0"
6" X 6" W/2" X 6"
28'
3'-O"
NO
0.47
10'-O"
16 -0'
6" X 8"
28"
3'-0";
NO
0.47
10'-0"
18'-0"
6" X 8"WIZ" X 6"
28"
3'-0"
NO
0.47
10'-0"
20'-O"
6" X 10"
28"
3'-0"
NO
0.47
10'-0
22'-0"
s X 10 W/2 X 6"
28"
3'-O"NO
0.47
10'-0"
24-0"
6" X 10" W/2" X 6"
28"
3'-2"
YES
0.50
12-0"
8'-0
6" X 6"
32"
3'-0"
NO
0.62
12-0"
10'-0"6'
X 6"
32
3'-O"
NO
0.62
12-0"
12'-0"
6" X 6" W/2" X 6"
32"
3'-0"
NO
0.62
12-0"
14'-0"
6" X 8"
32
3'-0"
NO
0.62
12-0"
16 -0
6" X 8" W/2" X 6"
-kid"-
32"
3 0"
NO
0.62
12-0"
18'-0"
el 10"
32"
3'-0"
NO
0.62
12-0"
20'-0"
6" X 10" W/2" X 6"
32"
3'-0"
NO
0.62
12-0" •
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
0.56
10'-0"
10'-0"
6" X 6"
30"
3'-0"
NO
0.66
10-0"
12 -0'
6" X 6" W/2" X 6"
30"
3'-0"
NO
0.66
10'-O"
14-0"
6" X 6" W/2" X 6"
30"
3'-0"
NO
0.66
10'-O"
16'-0"
6" X 8"
30"
3'-0"
YES
0.55
10'-O"
16 -0
6" X 8" W/2" X 6"
30"
3'-0"
NO
0.55
10'-0"
18'-0"
6" X 8" W/2" X 6"
30"
3'-0"
NO
0.55
10'-O"
20'-0"
6" X 10"
30"
3'4"
NO
0.55
10'-0"
22'-0"
6" X 10" W/2" X 6"
30"
3'-O"
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"
3'-0"
NO
0.66
12-0"
12'-0"
6" X 6" W/2" X 6"
33"
3'-O"
NO
0.66
12.0"
14-0"
6" X 8"
33"
3'-6
NO .
.0.66.
rl-U ` .1E -0
6' :n b W/z X 6"
3s' :
3 =^v'
NO
0:66
12-0"
-18'-0"
6" X 10"
33" '
3'-0"
NO •
0.66
1Z-0"
20'-0"
6" X 10" W/2" X 6"
33"
3'-O"
NO
, 0.66
124"
22'-0"
6" X 12"
33"
3'-2"
NO
0.70
12-0"
24'-0"
6" X 12" W/2" X 6"
33"
3'-2"
NO
0.72
POST/FOOTING
SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H'
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, YD3
10'-O"
8'-0"
6" X 6"
34'
3'-O"
NO
0.70
10'-0"
10'-0"
6" X 6"
34"
3'-0"
NO
0.70
10'-0"
12'-0"
6" X 6" W/2" X 6"
34'
3'-O"
NO
0.70
10'-0"
14-0"
6" X 6" W/2" X 6"
34'
3'-0"
NO
0.70
10'-O"
16 -0'
6" X 8"
34"
3'-O"
YES
0.70
10'-O"
16 -O"
6" X 8" W/2" X 6"
34"
3'-O"
NO
0.70
10'-0"
18'-0"
6" X 8" W/2" X 6"
34'
3'-0"
NO_
0.70
10'-0"
20'-0"
6" X 10"
34'
3'-O"
_
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/2" X 6"
34'
3'-O"
YES
0.70
12-0"
'-0"
6" X _6"
-_ 36" --
- 3'-0"
NO
0.79
12.0"-
10 -0
6 X 6" W/2" X_ 6"
36"
3'-O"
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"
1s'-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 -O"
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 s"
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
"M'
W X D
"B' DIA.
"T'
REQUIRED
VOLUME, YD3
10'-0"
8'-0"
6" X 6"
36"
3'-0"
NO
0.79
10'-O"
10'-0"
6" X 6"
36"
3'-0"
NO
0.79
10'-O"
12'-036"
"
6" X 6" W/2" X 6"
3'-0 "
NO
0.79
10'-O" _
14'-0"
6" X 8"
36"
3'-0"
NO
0.79
10'-0"
16'-0"
6" X 8" W/2" X 6"
36"
3'-0"
NO
0.79
10'-0"
18'-0"
6" X 10"
36'
3'-0"
NO
0.79
10'-O"
20'-0"
6" X 10" W/2" X 6"
36"
3'-0"
YES
0.79
10'-0"
22'-0"
6" X 10" W/2" X 6"
36"
3'-0"
NO
0.79
10'-0"
24-0"
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'-0"
YES
0.97
12-0"
20'-0"
6" X 10" W/2" X 6"
40"
3'-0"
NO
0.97
12-0"
22'-0"
6" X 12" W/2" X 6"
40"
3'-O"
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.
,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".
WAMBEKE ENGINEERING
2913 E. 61st Court
Daniel Wanbeke, P. E. Spokane, WA 99223
Telephone' 509-443-6186 Fax' 509-448-6582 .e-nail . dwanbeke@risn.cor
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
12' TO 60' POST FRAME BUILDINGS
30 & 40 PSF LIVE LOAD - IBC 2003
J. M. COOK CONSTRUCTION
26809 E. ' SANSON
NEWMAN LAKE, WASHINGTON 99025
BY
DRAWN
WAMBEKE
,REV
BY
DATE
DESCRIPTION OF CHANGE
CHECKED
DATE
8-16-06
DRAWING NO.'
JMCOOK.IBC2003
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
SParan
REVIEWED Ai
LIANCE
SPQLEY BUI DING FOR COD M I SON
•
Itiy7�!E VALLEY L
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