2014, 02-24 Permit App: BLD-2014-0303 Pole Bldgf
0
0
Community Development Department (Staff Use Only)
Permit Center
11703 East Sprague Avenue, Suite B-3 PERMIT NDMOER:
Sf1pokane Spokane Valley, WA 99206 --
Tel: (509) 688-0036 PERMa FEE:
�` �'1ey. Fax: (509) ,@sook7
vQjl per: (509) 88-00 anevallev
RESIDENTIAL CONSTRUCTION PERMIT APPLICATION
❑ NEW CONSTRUCTION ❑ ADDITION/REMODEL 191 ACCESSORY BUILDING
❑ DECK ❑ OTHER
SITE ADDRESS: 13722 E f0 �E-
ASSESSORS PARCEL NO.: L15Z'LLI. 501)3 LEGAL DESCRIPTION:
BUILDING OWNER NAME:
NAME:
IJod2
1'V0.�V
A
ADDRESS:
13722
r7
lOzti
CITY: :Sf06.Ae'
FAX:
VIH
,t
STATE:VAJA 7iP:1026
CCHN'Ta ICfOR UaNse No.: LJU/IYSC O / � �LI
EXPIRIS:
I � ZOIS
CIT' austmEaa uado E NO'
CONTACTNAME: NOG.
CELL:
MA313NG 52-5 5 poi
c fid+
No. of Stories:
Total Habitable
Spam:
^ADDRESS:
Cm:yreeAQGf-es
Main Floor SQ FT:
r7
991 )y&
PNONE:
FAX:
/S�TOAITIE: nLjA
92L4 - 96 27
gzbe:
CELL' q51 -D 6 i;
CCHN'Ta ICfOR UaNse No.: LJU/IYSC O / � �LI
EXPIRIS:
I � ZOIS
CIT' austmEaa uado E NO'
DESCRIBE THE SCOPE OF WORK IN DE
ppND
INDICATE USE &PROPOSED USE:
bll:kA vay2 w t� le
g
lTI�L
1
✓c=
****YOU MUST COMPLETE THE FO I OWIN -****
MARV M/A TV MnT Aoot TPARr C
NeigMmPeak: LW
Dimensions: 98KyZ
No. of Stories:
Total Habitable
Spam:
Main Floor SQ FT:
Upper Floor SQ FT:
Unfinished Basement SQ
I Finished Basement SQ
I Ff:
Garage SQ FT.
Deck/Covered Patio SQ
FT:
Impervious Surface30%
Area:
Slopes on
Property
No. of Betlraoma: �— I
Construction iypil 11
Neat Source:
Sewer or Se e
COST OF
DISCLAIMER
The permitted venues, acknowledges and agrees by their signature Mat: 1) E this gem
be served by borates water 2) Ownership of this ON of Spokane Valley permit Inure
owner or has permission M relseseut the property owner in this transition. 9) All mr
Spokane Valley Development cvtle. Referenced codes are avalleble her review at ths
Spokane Valley permit Is not a permd or approval for any vedat on of federal, state or
information maybe required to be sfbmlGed and subse9uently approved before this do
Forms - Official Vei
App 10.28.07.doc
be processed.
FEB 2 4 2014 .6V
SUB#( 7 REV.#=
Google Maps
https://w .google.com/maps/@47.6475558,-117.2188779,76m/data=!3ml!le3
DEPT
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Project 030
- RECEIVED
FEB 2 4 2014
CSV PERMIT CENTER
SUB#= REV.#=
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R CEIVED
FEB 2 4 2014
CSV PERPA'T CENTER
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10'3"
Project # Rp a0�`F 0303
- RECEIVED
FEB 2 4 2014
CSV PERMIT CENTER
SUB#E= REV. #0
]'L ill" � 10'-10112'
TREATED POST. 2• X 4' BACKER REQ'D @ 48' D.C.
FOR BAYS LARGER THAN 11'
16d GALV, NAILS
//EACH GIRT
e' X 6' FLAT GIRT @ 24' O.
FOR 8', 10' & 11' BAYS
f-URLIN CONNECTION METIiODSI
A), PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPS❑N 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) 16d NAILS
ON CONNECTION METHODS
TYPICAL GIRT CONNECTION BACKND ' OF PURLIN
W/(1) 16d NAIL INTO
EACH TOP CHORD MEMBER
NOTES FOR FLOOR PLAN
®1 INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
®2 GABLE WALL POSTS 6' X 6' TYPICAL
DOOR POSTS - 4' X 6' TYPICAL
FOOTING DIMENSIONS, B = i'-8'1 D = 3'-0'
MAXIMUM POST SPACING 12' 0'
O3 PURLINS @ 24' ❑,C., BEARING OR
JOIST HANGERS (TYPICAL)
Lq! hSPANS 12' TO 60'
J
CD V z W
CU d _J y
1- ¢ DOUBLE TRUSSES
,Z C3z ¢
_J _J
J _JJ
mul
(L> 0->
• J
0
1
W 0
xy!
OD
tL
x(L
0,a
CU.
(U oV, '"
(U v
DETAIL
LU
ww
SPACING
o
COLUMN
0a
S2
VOLUME,
S1 TREATED POSTS AS SIZED
o
J
2 VIBRATE OR ROD CONCRETE TO OBTAIN
000-
NO
~
¢
SI
J
_J
JM,
iU
1
� a.
52
CL LS
a- F}-
oZD
.
�1
1
x. oI
X L3
6 X6 W/2 X6"
N �u
fUcu"
% d
S4
C9J
W
W Tt
V) (U
16-0'
y
�
=) ml
DOUBLE TRUSSE I -
SINGLE TRUSS
PLAN VIEW
N,T.S,
SEE
BUILDING SECTION A -A
N.T.S.
Y. SpA.,_ J
NOTES FOR CONNECTION DETAIL NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORDS S1 TRUSS TOP CHORD, DESIGN BY OTHERS
TRUSS DESIGN BY TRUSS MANUFACTURER " ° S1
S2 PURLIN SUPPORT STRUT 2' X '4' X FULL S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
P Mer CpNN DEPTH OF TOP CHORD PLUS PURLIN. 2_171 S3 2' X 6' DF -L #2 EACH SIDE
HpD AECTppN NAIL PURLINS W/(3) 16d NAILS `Z 9WOOD POST, SEE POST/FOOTING SCHEDULE
(SD NAIL STRUT TO TOP CHORD W/(3) 16d 2'~ S5 SS 4 - 16d'GALV, NAILS, EACH SIDE
NAILS EACH SIDE, 1), KNEE BRACE REQUIRED WHERE
0 MANUFACTURED TRUSS, NOTCH POSTS a " SHOWN ON POST/FOOTING SCHEDULE,
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT, 0- BRACE NOT REQUIRED @ GABLE END TRUSSES,
X10 SS WOOD POST, SEE POST/FOOTING SCHEDULE, 2), ALTERNATE KNEE BRACE/POST & TRUSS/POST
0 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES CONNECTION = USE 3/4'0 THRU BOLTS,
CpNNOR 3/4'0 MACHINE BOLT EACH LOCATION.
)b •geCTION .. SS
S7 SOLID BLOCKING AT CONNECTION POINTS, m "Olt
S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 2 S2
S9 2' X 6' OR 2' X 8' TOP GIRT
Sl 4 - 16d NAILS OR 3/4'0 M. BOLT ° ° 1 1/2'
S4
S5 3'
DETAIL 2 KNEE BRACE
-
BUILDING SPECIFICATIONS: N.T.S.
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC 2012) AND ALL STATE & LOCAL -
BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE FOR USE FOR 40 PSF LIVE LOAD, 110 -MPH WIND SPEED, EXPOSURE B AND SEISI.YC
DESIGN CATEGORY C.
DESIGN LOADS - ROOF LIVE LOAD = 40 PSF ROOF DEAD LOAD = 3 PSF'
CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 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 PER IBC
TABLE 1806.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fla = 2,000 pal, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION -
SHALL CONFORM TO ACI 318-08.
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 ISC..ALL
NAILS INTO PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL
CCA TREATED DIMENSION LUMBER 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. POSTS SHALL BE TAGGED FOR AND CONFORM TO AWPA CATEGORY UC48 FOR BELOW GRAD: USE.
ALL POST MAT
ERIALS SHALL 8 -
E HEM FIR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIIJPSON
OR APPROVED EQUAL ALL BOLTS SHALL CONFORM TO ASTM A307. ' '
DOUBLE OVERHEAD DOOR OPTION METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 k3L
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 AC'-ORDING
S RECOMMENDATIONS.
P T I O N A L FRONT ELEVATION
ALTERNATE Ro F; 40R& SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" O.S.B. BOARD 1 2" C -DX PLYWOOD
N.T.S. RATED SHEETING, NAILED O 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOG0 ER 306! FELT,
OR 29 GAUGE METAL ROOFING OVER 15/ FELT. BUILDING MAY BE SIDED WITH 7/16" O.S.B. BOARD, 1/2" C -DX PLYWOOD, 15/32" T-111
PLYWOOD SIDING OR NARDI-PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO
GIRTS WITH 8d, NAILS O 6" 0. C., OR 1 1/2" LONG X 16 GA. STEEL STAPLES O 6" 0. C. O PANEL EDGES & INTERMEDIATE FRAMING.
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 LICENSED TO PRACTICE IN THE STATE OF WASHINGTON.
TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
DETAIL 1 TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
1„
2 - 16d N
.i`.'
111
N III
T� 111 6 8,, OR
-;_ 10" POST
III
ti
III II1'I1
III
NAILING PATTERN
FOR
12
SEE
4
NOTE: 2" X 6" LAMINATE MUST BE A
DETAIL
AND MUST EXTEND TO THE BOTTOM OF
THE FOOTING.
SPACING
LAMINATE MAY: BE SPLICED ABOVE MID
HEIGHT OF
COLUMN
NOTES FOR FOOTING DETAIL
S2
VOLUME,
S1 TREATED POSTS AS SIZED
PER SCHEDULE
E
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
NO
NOTES FOR SECTION A -A
ID
SI
TYPICAL PURLIN, SEE FLOOR
® GRADE
iU
PLAN FOR SIZE
LD J
52
TRUSS DESIGN BY OTHERS
z Z)
S3
2' X 6' @ 24' O.C., 10' BAYS
A
_
0.36
2' X 6' @ 24' D.C., 12' BAYS
= O =
6 X6 W/2 X6"
DF -L #2 GIRTS FLAT @ 24' 0. C.
oLL
S4
CONCRETE FOOTING, SEE SCHEDULE
ti
16-0'
6 X8'' -
24
SS
EXTEND POST TO TOP OF PURLIN
W
W
10 -0
ROOF FASTENED TO PURLINS WITH
y
241;3'4'
1 1/2' LONG WOODFAST TEKS,
F
0.36
WALLS FASTENED TO
,• -
6 X10'
GIRTS WITH V LONG
.'• -;
NO
WOODFAST TEKS,
SEE
BUILDING SECTION A -A
N.T.S.
Y. SpA.,_ J
NOTES FOR CONNECTION DETAIL NOTES FOR DETAIL 2- KNEEBRACE
S1 TRUSS TOP CHORDS S1 TRUSS TOP CHORD, DESIGN BY OTHERS
TRUSS DESIGN BY TRUSS MANUFACTURER " ° S1
S2 PURLIN SUPPORT STRUT 2' X '4' X FULL S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
P Mer CpNN DEPTH OF TOP CHORD PLUS PURLIN. 2_171 S3 2' X 6' DF -L #2 EACH SIDE
HpD AECTppN NAIL PURLINS W/(3) 16d NAILS `Z 9WOOD POST, SEE POST/FOOTING SCHEDULE
(SD NAIL STRUT TO TOP CHORD W/(3) 16d 2'~ S5 SS 4 - 16d'GALV, NAILS, EACH SIDE
NAILS EACH SIDE, 1), KNEE BRACE REQUIRED WHERE
0 MANUFACTURED TRUSS, NOTCH POSTS a " SHOWN ON POST/FOOTING SCHEDULE,
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT, 0- BRACE NOT REQUIRED @ GABLE END TRUSSES,
X10 SS WOOD POST, SEE POST/FOOTING SCHEDULE, 2), ALTERNATE KNEE BRACE/POST & TRUSS/POST
0 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES CONNECTION = USE 3/4'0 THRU BOLTS,
CpNNOR 3/4'0 MACHINE BOLT EACH LOCATION.
)b •geCTION .. SS
S7 SOLID BLOCKING AT CONNECTION POINTS, m "Olt
S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 2 S2
S9 2' X 6' OR 2' X 8' TOP GIRT
Sl 4 - 16d NAILS OR 3/4'0 M. BOLT ° ° 1 1/2'
S4
S5 3'
DETAIL 2 KNEE BRACE
-
BUILDING SPECIFICATIONS: N.T.S.
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC 2012) AND ALL STATE & LOCAL -
BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE FOR USE FOR 40 PSF LIVE LOAD, 110 -MPH WIND SPEED, EXPOSURE B AND SEISI.YC
DESIGN CATEGORY C.
DESIGN LOADS - ROOF LIVE LOAD = 40 PSF ROOF DEAD LOAD = 3 PSF'
CEILING LIVE LOAD = 0 PSF CEILING DEAD LOAD = 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 PER IBC
TABLE 1806.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fla = 2,000 pal, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION -
SHALL CONFORM TO ACI 318-08.
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 ISC..ALL
NAILS INTO PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL
CCA TREATED DIMENSION LUMBER 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. POSTS SHALL BE TAGGED FOR AND CONFORM TO AWPA CATEGORY UC48 FOR BELOW GRAD: USE.
ALL POST MAT
ERIALS SHALL 8 -
E HEM FIR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIIJPSON
OR APPROVED EQUAL ALL BOLTS SHALL CONFORM TO ASTM A307. ' '
DOUBLE OVERHEAD DOOR OPTION METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 k3L
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 AC'-ORDING
S RECOMMENDATIONS.
P T I O N A L FRONT ELEVATION
ALTERNATE Ro F; 40R& SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" O.S.B. BOARD 1 2" C -DX PLYWOOD
N.T.S. RATED SHEETING, NAILED O 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOG0 ER 306! FELT,
OR 29 GAUGE METAL ROOFING OVER 15/ FELT. BUILDING MAY BE SIDED WITH 7/16" O.S.B. BOARD, 1/2" C -DX PLYWOOD, 15/32" T-111
PLYWOOD SIDING OR NARDI-PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO
GIRTS WITH 8d, NAILS O 6" 0. C., OR 1 1/2" LONG X 16 GA. STEEL STAPLES O 6" 0. C. O PANEL EDGES & INTERMEDIATE FRAMING.
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 LICENSED TO PRACTICE IN THE STATE OF WASHINGTON.
TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
DETAIL 1 TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
1„
2 - 16d N
.i`.'
111
N III
T� 111 6 8,, OR
-;_ 10" POST
III
ti
III II1'I1
III
NAILING PATTERN
FOR
LIVE LOAD
POST LAMINATIONS
POST
NOTE: 2" X 6" LAMINATE MUST BE A
TREATED MEMBER
AND MUST EXTEND TO THE BOTTOM OF
THE FOOTING.
SPACING
LAMINATE MAY: BE SPLICED ABOVE MID
HEIGHT OF
COLUMN
NOTES FOR FOOTING DETAIL
REQUIRED
VOLUME,
S1 TREATED POSTS AS SIZED
PER SCHEDULE
FX _
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
NO
W
UNDISTURBED SOIL
a
Z
® GRADE
iU
Q
Sl
10-0
10'2.
P4
24
LiiJ
r
_
0.36
10-0
14-0'
6 X6 W/2 X6"
-24
3-0'
NO
o'
10-0
16-0'
6 X8'' -
24
3-0'
NO
Q
10 -0
w•
v X 8•' W/2" X 6"
-
241;3'4'
0.61 -
F
0.36
10-0
20-0'
6 X10'
'B' HIAA
OOTING DETAIL
GABLE END TRUSS
3F OT 8 - 16, NAILS
Project # TI--) - pi
RECEIVED
FEB 2 4 2014
CSV PERMIT CENT=
POST/FOOTING SCHEDULE 1T •
24' SPANS, 40 PSF
LIVE LOAD
M ult
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
H
W X D
"B DIA.
1171
REQUIRED
VOLUME,
100
8-0'
FX _
24
3-0
NO
0.36
10-0
10 -0'
6 6 X
24
-0
3"
NO
6.36
10-0
10'2.
610kill _ _
24
3-0'
No
_
0.36
10-0
14-0'
6 X6 W/2 X6"
-24
3-0'
NO
_
0.36
10-0
16-0'
6 X8'' -
24
3-0'
NO
0.36
10 -0
18'-0'
v X 8•' W/2" X 6"
-
241;3'4'
0.61 -
NO
0.36
10-0
20-0'
6 X10'
- 24
3-0''
NO
0.36
10-0
22-0'
6 X10_
24
32"
NO
0.37
10'-U'
24''0'
6 X 10" W/2'• X 6''
24"-3.8"
0.62
NO
0.43
12.0
8 0"
F X 6
r -
26
4:
NO
0.41
12-0
*4;
411 X 6
26
3.0'
NO
- 0.41
120
124
V X6 W12 X6'
26
3-0'
NO
0.41
12-0
14.0
6 X 6 w1v X 6"
26
3 -v
NO
CAI
12-0
16-0'
6 X 8 VII/2 X 6'
26
3.0"
No
6.41 -
12A
18 -0'
6 X 8 Vtl/2 X 6"
2T
3.0''
NO
0.46
12'-0
20-'
6 XIo" -
V"
33"
NO
0.48
12'-0
22'-0•'
6•' X 101' W/i; X 6;;
2T'
3'-6''
No
0.62
12'-0"
24''0"
6V " X 12"
2T'..
3'-,0"
-... YES
1 0.67
P05T/FOOTING
SCHEDULE 30'S 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"M'
W X D
"8" DIA.
"I-
REQUIRED
IVOLUM15l
107-0
--
8'•0"
6 X 6"
--
26•'
3•4'
NO
0.41
10'-0
w -vi
-
v X ill- -
26;i3-0''
NO
6.41
10'-0
12'-0"
6" X 6'' wal X 6"
- 26"
3''0''
NO
_
0.41
10'-0
_...
14-0"
6 X 6' W/2 X 6"
_.
2T
3 -v
- NO
_
6.44
10'-0
16'-0"
6 X 8'
-
2T'
3'-0"
�- NO �
� 0.44
10'-0_
18-0'
6 XS W/2 X6
_
2T
-0' 3
NO-_
0.44
10' -0
20 -0 '6X10
60' POST FRAME BUILDINGS
_
3-0'
NO
10'-0
22-0'
6 X10'1NlT X6''
_2T
2T
-33"
NO
_--0.44
0.48
CONSTRUCTION OF SPOKANE, INC.
"'T'S'
2T'
3'4"
-..NO -
__
-- --0.62
12.0
81-0•'
6 X G"
30
3'-0"
NO
0.66
12.0
10-0
6 X6'30
_
3.0'
NO.
_
_-0.66
12.0
12-0'
6 X6 Wl2 X6"
----_
30
3-0'
NO
-0.66
i2_61w
144'
6 X 8
30
NO
0.66
12-0
16•-0"9;9
-18-0'
X 8" W/2" X 6'•
30"
3'4"
NO_
0.66
12.0
-204"
v X16
80
3-0i°
NO
--6.66_ -_
12-0
6 X 10 V11/T X 6"
-30
ii -2"
_-
NO
12.0
--
22-0"
-24,-0"1
s X 12"_30
3.4'
No
0.61
12-0"
YES
0.64
POSTIFOOTING
SCHEDULE 36 SPANS,
40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
-.-�-�..�
.,
1 vv n u
M ult
..1..
REQUIRED
VOLUME, YD;
10•-0
8 0
6 6
X
30
3 -0'
NO
O6
.61
.1
Na
tJ0
NO `
NO
No
No
No'
iol-0
6 X 6
30
3 -0'
NO
0.61
10'-0
12-0'
6 X 6 Wit X 6
dol,34'
"T'
NO
0.61
10'-0
14-0'
6 X 6 W/2' X
30
3'-0"
NO
_
0.61 _
10'-0
16-0"
1.6"
i;; X8
1-30
3.&
_
NO
-0.61
10 '-0
-0
18'
'W/2
6 X8' X6
-30
-0
3'
_
NO
_
0.61 -_
10'-0
20-0'
dis X 10
- 30
3-0'
NO_
0.61 -
10'-0
22-0'
6 X 10 VVIT X 6'
30
3 2"
_ _
No
-0.86
lowi
24 -0'
6 X 10 W/2" X 6"
- 30"
3''6" -
YES .
- -- 0.64
12.0
._
8-0"
6 X6'
- ._
32
-0
3"
NO
0.62
12,0
10 -0"
6 X 6 _
__ -
32
_.
3 -0"
NO
12.0
1T-0'-
e X 6 W12 X 6"
32
i'.&'
NO_
-
12.0
14-0'
6 XS
327
T.W.
NO
-0.62
12.0
16-0
6 X8 W/2 X6
-
3z,3-0'
NO
_
12-0
18-0"
6 X10
32
3.&
Nq_ -
_0.62
0.62
12.0
20 -0'
6 X 10 NIIT X 6"
_
3T
3'-0"
NO
0.62
12.0
z24'
91IX 12 - _.
-3T -
33"
No
---0.67
12.0"
24'-0''
6"X12"1N/2"X6''
-.. 32"
314"
.. NO-.._
_0.72__-_
® Ppb R
�.O VF's - Isme '# REV. #
�
ALTERNATE TRUSS WEB BRACING
SINGLE SLIDING DOOR OPTION _ INTERIOR OR GABLE END TRUSSES
t� _ ._
FOR TRUSS WEB BRACING ""'--- ,_-_
)PTIONAL FRONT ELEVATION -
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS
N.T.S. i ®
THE METHOD ❑F TRUSS WEB BRACING SHOWN ABOVE REPLACES i X 4 OR 2 X 4 WEB MEMBER BRACING
ONS NAILS @ 6 O.C. RACING TO REPLACE 'RAT -RUN' WEB
12 1 FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER B'
4F ' Od NAILS @ 6' O C
_ 1U. -U,
10'-0
-io•-0
10'-0
1 0'-0
10'40
10'-0
10'-0
to
10'-0
W-0"
10-0'
12.0'.6
14-0'
-0
16 '
16-0'
i8-0'
20-0'
22 -0"
24-0"
61, X 6 -
6 X6
X 6 W/2 X 6
6 X6'Wi2"X6"
6 X Iri
6 X Sll W/2' X 6'
6 XB Wi2' X6'
6 xd
6 1
X 0' IN/T' X 6"
6 X12'°
30
30
30
3.0
30 -
- 30
32
3r
3T _
3T
3 -0'
3-0
3-0"
3-0"
3'.0"
x -v
3-0''
3-0'
3 -0"
33"
NO
NO
NO
NO
YES
NO
No..
NO
NO
YES0.66
0.66
0.66 - -
0.66 -
-0.66
.0.66
6.66
0.62
0.62
0.62
• .;
12-0
12.0 110-0'
12.0
12-0'
,z-o�
12'-0
12.0,;
-0" 8'
1a-0^
16 -0"
is -0'•
20%6"
z2 -o"
6 X6"
6 X 6' Wi2' X 6
s x a'
6' X 8" VIll2" X 6"
s-Xio"
s x10"VV/z xs"
s x 12"
3T"
33
33
33'
33"
33
3a
3'-0"
3'-0" I
�0.
3.0'
T -v
3'•0"
3.0"
3 z"
Na
tJ0
NO `
NO
No
No
No'
0.66
0 6S
o.ss
0.66
oss
0.96
6.74
OPTIONAL FRONT ELEVATION
N:T.S.
X
X 6' OR 2' X 8' L -BRACE
4-
L -BRACE ir,. _
i ni,
TRUSS WEB MEMBER TRUSS WEB MEMBER
- DIAPHRAGM SCREWS
SECTION B -B SECTION= b' --B
AT INTERIOR TRUSSES AT GABLE END -TRUSS -r*-, -
12.0
24 -0"
6" X 12" W/2" X G"
34"
3''6"
No' -
0.82
120"
8 0'
-
POST/FOOTING
SCHEDULE 48' TO 62' SPANS, 40 PSF LIVE LOAD
3-0'
NO _
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
38'
T4;
SPACING
"H-
W X D
"B•' DIA.
"T'
REQUIRED
VOLUME,
3.0'
NO
0.88
8'-0"
6" X 6"
34"
3'-0"
NO
0.70
NO
6.66
EAVE & RIME PURLINS ON ROOF \.,
51 .. .:
12-0"
6X6''
34"
-. __
3'-0"
NO
0.70
6.86
G S3 _
,20"
18-0'
_
38'
3-0'-
NO
6.70
10.0" 18 -0' 6 X 10 38'' x-& NO 0 88
sl
10'•0°
14'-0"
6 X 8''
34''
3'-0"
._. NO
0.70
.
_6 _"
i0''0" 24-0" 6 X 12 3W' 3.2 YES -- 0.93
,20 8`4-
s3
34''
3'-0"
- NO
0.70
_§ XB 4(Y 3'-0" No 0.97
12-0" 10.0' 6' X6 W/2"X6' 46" 3�.0l No 0.97
sa
10''0',
18•4,
6' X 8" W/2" X 6"
34"
3°-0"
-_. No
0.7o -
10'-0'
20'-0''
6 X 10" -
- 34''
3'-0''
YES -
6.70
3'-0" No 097
12.0" 18.6vi x,o" 40" 3'4" YES 6.6i _.--
- DIAPHRAGM SCREWS
SECTION B -B SECTION= b' --B
AT INTERIOR TRUSSES AT GABLE END -TRUSS -r*-, -
104
10.6
22-0'
24-0"s
v; x w wal Xell
x12
3a'
34
T
32'
NO
NO
0.70
0.74
120"
8 0'
-
6 X6
38'
3-0'
NO _
0.88
SS
TREATED
WOOD
X ir W/2' X 6
38'
T4;
NO
0.88
DIAPHRAGM' SCREWS @ ENDWALL BASE GIRT ACROSS
120'
12-0'
6 X6 W/2'X6
38'
3.0'
NO
0.88
- ENDWALL DEM HEADERS & GABLE END TRUSS TOP CHORD, ;,,:
12-0'
114-0'14-0'V
X8 W/2 X6
38'
3-0'
NO
6.66
EAVE & RIME PURLINS ON ROOF \.,
51 .. .:
12-0"
16-0'
6 X 8" W/2'' X 6
38'
3-0'
_
NO
6.86
G S3 _
,20"
18-0'
6 X10 -._/2_.
38'
3-0'-
YES
.0.88
FRONT ELEVATION
N.T.T. 8 - 16d NAILS
2' X 6' X 18' °
NOTES FOR FRONT ELEVATION r BOLTING BLOCK CORNER POST
Sl HALF TRUSS DESIGN BY OTHERS IsE� °°
SUPPORT PURLINS @ END TRUSS W9`� V 4.,
OR 2' X 8' STD JOIST HANGERS A, 7 31iC' : ' :
LOWER TRUSS FOR END ❑VERHANG;+CIF'=IREQ'D
S2 2' X 10' HEADER
8 - 16d NAILS
YI E8
Y °
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTI❑N
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
S3
2' X 6'
GIRTS
@ 24' ❑,C.,
10' BAYS, DF -L #2
9
2' X 6'
GIRTS
@ 24' ❑.C„
12' BAYS, DF -L #2
S4
2' X 8'
FACIA
BOARDS
POST/FOOTING SCHEDULE 64' TO 60' SPANS, 40 PSF LIVE LOAD
SS
TREATED
WOOD
POSTS, SIZED PER SCHEDULE
0
ORETREAE26B0T�
'X
:TV``
'
TD
1
OGIOT`
t
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
SS 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'
S3 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,
SS DOUBLE 2' X 6' KINGPOST
.....
12.0' 204 6 X10 WX6 w;3-0' No - 0.66
i
9
DIAPHRAGM SCREWSI TYPICAL SCREW PATTERN, EXCEPT AS
_-
12 0" 22 -0 6 X 12 - -_ 38' 3 -0NO -_- 0.88
12.0 24'-0" 6" X 12" Wl2' X 6' 38'' 3'3'' - NO 0.96
54
NOTED ABOVE-
POST/FOOTING SCHEDULE 64' TO 60' SPANS, 40 PSF LIVE LOAD
�.s*-= ...,
'J"h''+'
POST COLUMN KNEE BRACE CONCRETE
^`d
SSTSHEETING SCREW
PATTERNS
SPACING "M' W X D REQUIRED VOLUME, YEX
1D'-0" 8-0"
TDIA.
6"X6" NO 0.89
^-:..
$5
;.r, t1 - :.
N.i.S
10-0"6it X6-W/2"X6 ---088
TYPICAL
RUSS BOTTOM CH�. R_D
BRACING
'ITHESE:PLANS
_NO
10-0" 12-0' 8 X6 Wl2'X6 NO OBB'�_- 10-0•' 14-0' 6X8 NO 088
NOTE: ,Do
NOT
1D-0. 16-0' s Xa W/2"X6 -361' 3-0' NO o96-
NOTES FOR TRUSS BOTTOM CHORD BRACING
N.T.S.
"
ADDRE S OPEN (CANOPY)
BUILDINGS.
10.0" 18 -0' 6 X 10 38'' x-& NO 0 88
sl
GABLE END TRUSS
OTHER 'VARIATIONS- FROM
THE PLANS
10-0" zo-0" 6 x10 3a" 3-0' vEs o.a6
10-0,. 22.0` x10 w/2''xe 38 0
3.' No o.99
52
DOUBLE INTERIOR TRUSSES
j
(ROOF ;.ITCH, :;,LARGER OPENINGS,
_6 _"
i0''0" 24-0" 6 X 12 3W' 3.2 YES -- 0.93
,20 8`4-
s3
2' X 4' X -BRACING @ 10' 0. O.C.
MULTIP E BUILDINGS``, ETC.
WILL
_§ XB 4(Y 3'-0" No 0.97
12-0" 10.0' 6' X6 W/2"X6' 46" 3�.0l No 0.97
sa
2' X 4' BOTTOM CHORD BRACING @ 10'-0. O,C,
;.
' ,-
REQUIR ACTION BY;;'THE
ENGINEER.
12.0" 12-0' all X ITI 40" 3'.0" NO 0.97
;20" i4o' 6;'X
❑R, AS SPECIFIED BY TRUSS MANUFACTURER
3 wi2 X6 40,. 3'0" No 0.97
i2 o^ ,6-0 6' Xio• 40'
SS
TOENAIL BRACES TO TRUSSES WITH
3'-0" No 097
12.0" 18.6vi x,o" 40" 3'4" YES 6.6i _.--
3 - 10d NAILS
\ ^� �7
'Ct` '-'V�'J. -C-Q1J "��
i2-& zo'0 s' x 10 wi2" x s ao'' 3-0" No os7
-....
Pr
'jE�'
120" 22-0 6' X12 42" 3.0'. -. YES ..__ 1,.0-7-
.07ECEC'
IV .Q•
o!
12.0' 24'-0'' I 6" X 12" W/2" X 6" 4T' T-2-" _. NO 1.13.
NOTE:
N� ` 20130
��
1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2" X 6" LAMINATIONS.
l
2 . ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR 812 TREATED
Aw
X18
POSTS UP TO 15'-0" WALL HEIGHT. ABOVE 15'-0" WALL HEIGHT,
PER C - ` ER s I0
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 15'-0". ABOVE 15'
B # "'REV, #
WALL HEIGHT
FOOTINGS SHALL BE 24"0 X V-4" DEEP.
4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONSTRAINED POSTS). IF BUILDINGS WILL NOT HAVE
CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
IVERHEAD
DOOR SLIDING DOOR
A pp ��D
WA IVI B E K E ENGINEERING
IPENING
OPENING
Danlet Warlbeke P, E, 2913 E. 6lWA C 9223
Tele hone
509-443-6186 Fax, 509-448-6582 e-mail dwanbeke@11sn,Com
LAYOUT,
STRUCTURAL DETAILS AND SPECIFICATIONS
12' TO
60' POST FRAME BUILDINGS
40 PSF
LIVE LOAD - . IBC 2012
TYPICAL
SIDE ELEVATION
C & S
CONSTRUCTION OF SPOKANE, INC.
"'T'S'
525 SOUTH BARKER
NOTES FOR SIDE ELEVATION
GREENACRES WASHINGTON 99016
51
2' X 8' HEADER
BY DATEDRAWING NIB., REV,
S2
2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
°.
DRAWN
WAMBEKE 8-17-13 C&S.IBC2009-40
2' X 8' HEADER FOR 8' &SMALLER SLIDING DOORS
EV
CHECKED
BY, DATEI DESCRIPTI❑N OF CHANGE
TRIS 1MILDINP IUBJECT.
7(0 FIE . b iNSPg0TION=CORRECTIONS
jSP�alley
REVIEWEg FOR CODE COMPLIANCE
SPO ' VALLEY BUILDING DIVISION
THESE PLANS MU �:
WThiE`Joo slm
1ic
TRIS 1MILDINP IUBJECT.
7(0 FIE . b iNSPg0TION=CORRECTIONS
jSP�alley
REVIEWEg FOR CODE COMPLIANCE
SPO ' VALLEY BUILDING DIVISION
THESE PLANS MU �:
WThiE`Joo slm