2006, 06-30 Permit App: 06002373 Pole BldgProject Number: 06002373 Inv: I
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 6/30/2006 Page 1 of 2
Project Information:
Permit Use: 30 x 30 POLE BUILDING
Setbacks: Front
Left: Right: Rear:
Site Information:
�..:., ,.
Plat Key: Name: Range
MORMIENONSOMNIMPV
Contact:
Address:
C - S - Z:
Phone:
Group Name:
Project Name:
GISOLO, MARTIN R
1423 N LILY RD
SPOKANE VALLEY, WA 99206
(509) 328-4431
District: Nort
Parcel Number: 35131.0305
SiteAddress: 1423 N LILY RD
Location:: CSV
Zoning: UR -3.5
Water District:
Area: 12,344 Sq Ft
Block:
Urban Residential 3.5
Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Lot:
Owner: Name: GISOLO, MARTIN R
Address: 1423 N LILY RD
SPOKANE VALLEY, WA 99206
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
Released By:
Originally Released: 6/21/2006 By: TMELBOU
Landuse/Zoning/HE Conditions
Released
Y:
Sewer Review
Permits:
Originally Released: 6/20/2006 By: KKENDAL
Released By:
PER LANCE, PROPERTY HOOKED TO SEWER 6/24/06
Originally Released: 6/30/2006 By: amblake
Operator: AMB
Printed By: AMB
Print Date:
6/30/2006
Project Number: 06002373 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 6/30/2006 Page 2 of 2
Contractor: OWNER
Building Permit
Firm: OWNER
Phone: (000) 000-0000
This Application: Total Project:
Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation
POLE BDLG U-1 VB 864 $16,416.00 864 $16,416.00
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Notes:
Payment Summary:
Permit Type
Building Permit
Totals: 864 $16,416.00 864 $16,416.00
Units Unit Desc
1 SELECT
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$279.25
$69.81
$4.50
$353.56
Fee Amount Invoice Amount Amount Paid Amount Owing
$353.56 $353.56
$0.00 $353.56
$353.56 $353.56 $0.00 $353.56
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: AMB Printed By: AMB Print Date: 6/30/2006
cubing • Pipe • Kebar • Plate & Sheet
Structural Shapes • Processing Services
925 North Oregon Ave. • P.O. Box 3035 • Pasco, WA 99302-3035
LOCAL WA, OR & ID FAX
545-0688 1-800-237-1742 (509) 545-0697
www.pacific-stee
Steel
06/21/2006 13:15 509324156f
�"1J1, 21 2006 11:06 FR
Vproject Num NT: 06002373
Penalties
ProjectJ'a rmation : ®,
Palnit Use :10 x 30 POLE B
Setbacks: Front Lef
Inv: 1
JKr113 CMJ
Application
THIS_,IS_NOT A PERMIT
nencing work without a permit
Contact•. GISOLO, MARTIN R
Address: 1423 N LILY RD WA 99206
C - S - Z: SPOKANE VALLEY,
Phone; (509) 328-4431
Group Name:
Project Name:
TO 324156?
Date: 6/19/2006
P.01'03 --
Page 1 of ;z
Shea MSI!Jx:
P)Iar R e r Name: o
panel Number. 35131.030
:iteAddroas: 1423 N LILY RD
171/0(
Block:
Location:: CSV
Zoning: UR -3.5 Urban Residential 3.5
Water District
Area: 12,344 Sq Ft Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Sake le&m„ motion:
Bu 11 ding Plan Review
District: Nort
Lot:
Owner: Name: GISOLO, MARTIN R
. Address: 1423 N LILY RD
SPOKANE VALLEY, WA 99206
Hold: 0
Depth: 0 Right Of Way (ft): 0
Cantrai:Gn: OWNER
kV)51-QC&ItIP
Op:tator. AMB
JUN 21 2006 14:35
Printed By: AMB
Building Permit
Finn: OWNER
Phone: (000) 000-0000
Print Date: 6/19/2006
5093241567
PAGE.02
06/21/2006 113:15 5093241567
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JUN 21 2006 14:35
5093241567 PRGE.01
Date: 6/19/2006
Page 1 of 2
lnv:1 . Application
Project Number: 06002373 permit
THIS IS NOT A PERMIT
without a p
T
Penalties will be assessed for commencing
Pro'ect In ormatiContact: GISOLO, MARTIN R
on: a F 4 ? ,fi t�
f
Address: 1423 N LIR EY, WA 99206
Permit Use: 30 x 30 POLE BUILDING C S - Z: SPOKANE
Phone: (509) 328-4431
Left: Right: Rear:
Setbacks: Front
laraavaawaro
Group Name:
,�
Districtrt
Nort
Project Name:
Site Information_
Plat Key: Name:
Parcel Number: 35131.0305
SiteAddress: 1423 N LILY RD
Location:: CSV
Zoning: UR -3.5
Water District:
Area: 12,344 Sq Ft
Nbr of Bldgs: 0
Block:
Urban Residential 3.5
Review Information:
Review
Building Plan Review
Width: 0
Nbr of Dwellings: 0
Landuse/Zonin /HE Conditions
Lot:
Owner: Name: GISOLO, MARTIN R
Address: 1423 N LILY RD WA 99206
SPOKANE VALLEY,
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Released I
Releaser
Permits:
Contractor: OWNER
Operator AMB
Building Permit
Firm: OWNER
Phone: (000) 000-0000
Printed By: AMB
Print Date: 6/19/2006
Sjakane
41 .Walley
Community Development
Permit Center
11707 E Sprague Ave, Sid 106,
Spokane Valley, WA 992 ;n-
(509)688-0036 FAX: (56918603<'
Www.spokanevalley.org c`ori
Residential Construction
Permit Application
JUi i/ 15 2006
i3/New Construction
o 'Acldition/Remiodel
o Other:
PERMIT NUMBER: o'Z3'73
PERMIT FEE:
o Accessory Bldg
o Deck
SITE ADDRESS J` / �' ! , Li k t•
ASSESSORS PARCEL NO: 3 � �I , 03175- LEGAL DESCRIPTION:
Building owner
Name: kai7' at 5 O `6
`
Address:
Name: ilet/it/
/¢ fes' 77
6/$ diG
Lic No: Exp. Date:
Address: i ...3 Ad,
L i L
IMPERVIOUS SURFACE
AREA:
CityPOior lit4.1
Zip: 9 9 2/
-2_
PhonZXZ --W3/
ax:
CONSTRUCTION TYP:
Pv/e 424r/3
Contact Person'
Name: £ i?zry &71-5c)
Phone: 32 4*3/
Describe the scope of work in detail:
Contractor
Name: kai7' at 5 O `6
`
Address:
City: Zip:
Phone: Fax:
Lic No: Exp. Date:
City Business Lic No:
Cost of Project:
$ I el 0
************** lJ **********************
The following MUST be co plete: (write N/A if not applicable)
HEIGHT TO PEAK:
DIM f�'r^
# OF STORIES: ,r
TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ.
FTG:
2"" FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
AREA:
FINISHED BASEMENT
SQ. FTG:
GARAGES.. ,$T /
O (o
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION TYP:
Pv/e 424r/3
HEAT SOURCE:
SEWER OR SEPTIC?
DISCLAIMER
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 additionaation may be required to be submitted, and subsequently approved before
this application can be processed.
Signature
Date
Method of Payment: (Faxed permit applicatio will only be accepted with major bankcard)
0 Cash ❑ Check 0 Mastercard 0 VISA
Bankcard #: Expires: VIN#:
❑ Other
Authorized Signature:
REVISED 8/25/2005
Steel
PLANN
BY:
DATE:
TM
G DEPT. APPROVED
Tubing • Pipe • Rebar • Plate & Sheet
Structural Shapes • Processing Services
925 North Oregon Ave. • P.O. Box 3035 • Pasco, WA 99302-3035
LOCAL
545-0688
WA, OR & ID FAX
1-800-237-1742 (509) 545-0697
www.pacific-stee
ckv
fl 114'
.T o�
f _T
.16
TYPICAL GIRT CONNECTION
PURLIN CONNECTION METHODSI
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
BACK SIDE OF PURLIN
W/0) 16d NAIL INT❑
EACH TOP CHORD MEMBER
NOTES FOR FLOOR PLAN
Q INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
Q 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'
(3 PURLINS @ 24' O.C., BEARING OR
JOIST HANGERS (TYPICAL)
w SPANS 12' TO 60'
IN A
N
} J
¢
a
DOUBLE TRUSSES
SEE
S3
J
NOTES FOR SECTION A -A
FOR
-J-_
O TYPICAL PURLIN, SEE FLOOR
S1
REQUIRED
-
PLAN FOR SIZE
SAIL
N-
S2 TRUSS DESIGN BY OTHERS
N
Z mN
tat
------_-_
Q
W
2' X 6' @ 24' D.C., 12' BAYS
18"
AND MUST EXTEND
DF -L #2 GIRTS FLAT @ 24' 0. C.
JJ
C30
S4 CONCRETE FOOTING, SEE SCHEDULE
LAMINATE MAY BE
SPLICED ABOVE MID
_J C3
0-'J
W
Ld
ROOF FASTENED TO PURLINS WITH
16'"
to
1 1/2' LONG WOODFAST TEKS.
�J
CLw
0.
18'-0"
GIRTS WITH 1' LONG
G
0
o
>
�J o
a
coo
A
2W -O"
6"XIV'
o
�D.
J o
x I
x e,
8'-0"
6" X 6"
26"
-O"
NO
0.41
1&" 0
10'-0"
6'rX 6"
_
26"_
(Ua
W 0-
O
12-0"
12-0"
1r -E"
14'-0"
--
6"X 6" W/2" X 6"26'
6"X 6"UI%/2"X 6"_
----
26"
T -O"
_ Y
NO
_NO
W
CL
12-012-"-
--
1G'-0"-
---
--
6-" X 8" W/2" X 6"
-
--
26"
- -
3'-0"
-
12-0"
Bi_ +gUBLE TRUSSEQ
_
6" X 8" W/2"X 6"
26"
z a A
NO
-J
v� .V.,
zA..Uz
_J o-
T-2"
NO-
0.44
POST/FOOTING
n
J�
1
m1-
�~
�0.
JKNEEBRACE
CONCRETE
SPACING
"H"
t
"B" DIA.
'T'
REQUIRED
VOLUME,
10'-0"
.
aU O;flU
0 0
zaI
NO
0.41
0.41
0.41
10'-0"
10`-0"_
--'-
10'-0"
o
o
Nd• (ND
L/
.
---. _--'----.
?u
N N
cu
(n
ui N
14'-0"
6" X_6" W/2"_X_ 6"
26"
...---.-.
3'-0"_
0 cu
0.41
0.41
--
_
16-0"_'
----
_
6'; X 8"
---- --
_ _
26"
3'-0"
NO
_ 10'-0"
cu
SINGLE TRUSS
- 26"-
-26'-'-'
26"
--0"3' ---
_
_ 3'-0"_
3'-2"1
PLAN VIEW
N.T.S,
12
4
W
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
1'/
1° 2 - 16d NAILS
111
oJ
\ III
.-t 111 6", 8" OR
��� 10" POST
-
�-
N
0 i
r 111
.4} -
z
POST
COLUMN
-
SEE
S3
J
NOTES FOR SECTION A -A
FOR
O
O TYPICAL PURLIN, SEE FLOOR
S1
REQUIRED
VOLUME,
PLAN FOR SIZE
SAIL
J
S2 TRUSS DESIGN BY OTHERS
LAMINATIONS
ZZ)
S3 2'X6'@ 24' D.C., 10' BAYS
NOTE: 2" X.6" LAMINATE MUST BE A
Q
W
2' X 6' @ 24' D.C., 12' BAYS
18"
AND MUST EXTEND
DF -L #2 GIRTS FLAT @ 24' 0. C.
THE FOOTING.
C30
S4 CONCRETE FOOTING, SEE SCHEDULE
LAMINATE MAY BE
SPLICED ABOVE MID
SS EXTEND POST TO TOP OF PURLIN
Y10
NO
W
Ld
ROOF FASTENED TO PURLINS WITH
16'"
to
1 1/2' LONG WOODFAST TEKS.
-
3'"
NO
WALLS FASTENED TO
18'-0"
GIRTS WITH 1' LONG
3'-0"
WOODFAST TEKS,
0.24
IV-vl
2W -O"
6"XIV'
_20"
21'`
3'-0"
W
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
1'/
1° 2 - 16d NAILS
111
oJ
\ III
.-t 111 6", 8" OR
��� 10" POST
-
�-
N
0 i
r 111
.4} -
BUILDING SECTION A -A
N.T.S.
OVERHEADSINGLE DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
SS 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' O.C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' D.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
NOTES FOR CONNECTION DETAIL
(SD TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
S2 PURLIN SUPPORT STRUT 2' X '4' X FULL
DEPTH OF TOP CHORD PLUS PURLIN,
NAIL PURLINS W/(3) 16d NAILS
S3 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.
S5 WOOD POST, SEE POST/FOOTING SCHEDULE.
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'0 MACHINE BOLT
S7 SOLID BLOCKING AT CONNECTION POINTS,
0 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
S9 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
N.T.S.
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,
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 8 AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF*
CEILING LL = 0 PSF CEILING DL = i 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. 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 318-99.
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
ksL 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, LAT 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
BOTTOM CHORD DEAD LOAD = 1 PSF
II ISI IIW TRUSS WEB BRACING
r
-SLIDING T.. INTERIOR OR GABLE SND TRU
SINGLE SL,DIdvG DOOR OP I ICN - ,>-,,_ TRUSSES
OPTIONAL FRONT ELEVATION NOTES FOR TRUSS WEB BRACING!
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS qS CEE�3
N.T.S. THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' DR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FDR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
41 12 1
10d NAILS @ 6' D.C. Od NAILS @ 6- D.C.
X 6' OR 2' X 8' X 4'
L -BRACE L -BRACE
I
S,
TRUSS WEB MEMBER TRUSS WEB MEMBER
SHEATHING R 0 IRM NTS
THE FOLLOWING MINDIUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED. ;.
■ ROOF STEEL. 29 GAUGE GRAND -RIB III, 36' WIDTH DR EQUIVALENT
■ FIELD SCREWS #10 x 1 1/2' AT 9' D.C. (NEXT TO MIGH RIB) I ' ;'
■ EAVE AND RIDGE. FURLIN SCREWS #14 x1 1/2' AT. BOTH SIDES ,DF
EACH MAJOR RIB '"
THE FOLLOWING MINItIUM ENDWALL DIAPHRAGM REQUIRMENTS ARE"NEEDED,
■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36" WIDTH OR EQUIVALENT
It FIELD SCREWS. #16 x 1 1/2' @ 9. D.C, (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB,
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
NOTES FDR FO❑TING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
�3 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
-GABLE END TRUSS
8 - 16d NAILS--�,
OPTIONAL FRONT ELEVATION
N.T.S.
16d NAILS
2' X 6' X 18' °
BOLTING BLOCK CORNER POST
8 - 16d NAILS
'
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 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'Y, 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
G
TYPICAL SSRUSS 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' D.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 ELEVATION N.T.S.
S1 2' X 8- HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING D
ENOWALLM13IIR EHEADERENBWGAH�EDAEN
DGTRUSS TOPS CHORD,
EAVE & RIDGE PURLINS ON RODE
NNTED ABO EREWSt TYPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
N.T.S
EXPIRES
POST/FOOTING
SCHEDULE 1r -24' SPANS, 30 &40 PSF LIVE LOAD
POST
COLUMN
-
SEE
S3
NAILING
PATTERN
FOR
D
'T'
REQUIRED
VOLUME,
- 10'-0"
SAIL
6" X 6"
POST
LAMINATIONS
NO
0.20
NOTE: 2" X.6" LAMINATE MUST BE A
TREATED MEMBER
r.
18"
AND MUST EXTEND
TO THE BOTTOM OF
THE FOOTING.
_
..
LAMINATE MAY BE
SPLICED ABOVE MID
HEIGHT OF COLUMN
BUILDING SECTION A -A
N.T.S.
OVERHEADSINGLE DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
SS 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' O.C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' D.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
NOTES FOR CONNECTION DETAIL
(SD TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
S2 PURLIN SUPPORT STRUT 2' X '4' X FULL
DEPTH OF TOP CHORD PLUS PURLIN,
NAIL PURLINS W/(3) 16d NAILS
S3 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.
S5 WOOD POST, SEE POST/FOOTING SCHEDULE.
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'0 MACHINE BOLT
S7 SOLID BLOCKING AT CONNECTION POINTS,
0 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
S9 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
N.T.S.
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,
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 8 AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF*
CEILING LL = 0 PSF CEILING DL = i 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. 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 318-99.
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
ksL 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, LAT 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
BOTTOM CHORD DEAD LOAD = 1 PSF
II ISI IIW TRUSS WEB BRACING
r
-SLIDING T.. INTERIOR OR GABLE SND TRU
SINGLE SL,DIdvG DOOR OP I ICN - ,>-,,_ TRUSSES
OPTIONAL FRONT ELEVATION NOTES FOR TRUSS WEB BRACING!
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS qS CEE�3
N.T.S. THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' DR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FDR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
41 12 1
10d NAILS @ 6' D.C. Od NAILS @ 6- D.C.
X 6' OR 2' X 8' X 4'
L -BRACE L -BRACE
I
S,
TRUSS WEB MEMBER TRUSS WEB MEMBER
SHEATHING R 0 IRM NTS
THE FOLLOWING MINDIUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED. ;.
■ ROOF STEEL. 29 GAUGE GRAND -RIB III, 36' WIDTH DR EQUIVALENT
■ FIELD SCREWS #10 x 1 1/2' AT 9' D.C. (NEXT TO MIGH RIB) I ' ;'
■ EAVE AND RIDGE. FURLIN SCREWS #14 x1 1/2' AT. BOTH SIDES ,DF
EACH MAJOR RIB '"
THE FOLLOWING MINItIUM ENDWALL DIAPHRAGM REQUIRMENTS ARE"NEEDED,
■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36" WIDTH OR EQUIVALENT
It FIELD SCREWS. #16 x 1 1/2' @ 9. D.C, (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB,
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS
NOTES FDR FO❑TING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
�3 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
-GABLE END TRUSS
8 - 16d NAILS--�,
OPTIONAL FRONT ELEVATION
N.T.S.
16d NAILS
2' X 6' X 18' °
BOLTING BLOCK CORNER POST
8 - 16d NAILS
'
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 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'Y, 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
G
TYPICAL SSRUSS 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' D.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 ELEVATION N.T.S.
S1 2' X 8- HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING D
ENOWALLM13IIR EHEADERENBWGAH�EDAEN
DGTRUSS TOPS CHORD,
EAVE & RIDGE PURLINS ON RODE
NNTED ABO EREWSt TYPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
N.T.S
EXPIRES
POST/FOOTING
SCHEDULE 1r -24' SPANS, 30 &40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
'T'
REQUIRED
VOLUME,
- 10'-0"
-0
_ 8'"
6" X 6"
18"
NO
0.20
10'-0"
10'-0"
6" X 6"
18"
_3'-0"
314;_
_
_ NO
0.20
10'•0"
- -
12'-0"
14'-0"
----
6"X 6"
6" X iFW122' X 6"
-----
16'
18"
_
3'-0"
3'-0;'
Y10
NO
0.20
0.20
10'-0"
16'"
-
6" X 8"
26'--:-Z
"
-
3'"
NO
0.24
18'-0"
6" X 10"
3'-0"
NO_
0.24
IV-vl
2W -O"
6"XIV'
_20"
21'`
3'-0"
NO
0.27
_ 12-0"
8'-0"
6" X 6"
26"
-O"
NO
0.41
1&" 0
10'-0"
6'rX 6"
_
26"_
_T
3'-0"
_
NO -
0.41
12-0"
12-0"
1r -E"
14'-0"
--
6"X 6" W/2" X 6"26'
6"X 6"UI%/2"X 6"_
----
26"
T -O"
_ Y
NO
_NO
0.41
0.41
0.41
12-012-"-
--
1G'-0"-
---
--
6-" X 8" W/2" X 6"
-
--
26"
- -
3'-0"
- --
NO
12-0"
18'-0" _
_
6" X 8" W/2"X 6"
26"
3'-0"
NO
0.41
T-2"
NO-
0.44
POST/FOOTING
SCHEDULE 30' SPANS,
30 & 40 PSF
LIVE LOAD,
POST
COLUMN
I FOOTING
JKNEEBRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
'T'
REQUIRED
VOLUME,
10'-0"
8'-0'
6" X 6"
26"
T -O"
NO
0.41
0.41
0.41
10'-0"
10`-0"_
--'-
10'-0"
6" X 6"
_
26'
3'-0"
_
NO
___-
---. _--'----.
_
10'-0"
14'-0"
6" X_6" W/2"_X_ 6"
26"
...---.-.
3'-0"_
NO
0.41
0.41
--
_
16-0"_'
----
_
6'; X 8"
---- --
_ _
26"
3'-0"
NO
_ 10'-0"
_18'-0"_
22'.0"
6" X 8" W/2"6"
X
6"X 8" W2"X 6"
6"X 10"WIT' X 6"
- 26"-
-26'-'-'
26"
--0"3' ---
_
_ 3'-0"_
3'-2"1
--..
NO
NO
NO
0.41
0.41
0.44
- 10'-0"
10'-0"
24'-0"
6" X 12"
26"
1 3'3"
NO
0.46
12-0"
8'-0"
6" X G"
28"
T -O"
NO
0.47
124"
--0
12-0"
10'-0"
.12:-0::-
6" X 6"
BdX 6" W/2;;X s,�
28"
--28"-
3'-0"
NO
0.47
0.47
_.3'-0;� .
-NO -_.
-tO
0.47
0.47
12-0"
16'-0"28"_3'0"
NO
0.47
12-0"-
20'-0^
6" X 12"
28"
3'-0"
NO
0.47
12-0"
-0
22'-0,•
-----
6"X 12" W/2" -X 8':
-- - --
28„
3{2:'
-NO
0.6
12"
12-0"
24'-0"
6" X 12"
28'
3'4„-
NO ....
0.66
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, Y
_ 10'-0"
8'-0"
6" X 6"
28"
3'-0"
0.47
-10'-0"
_ 10'-0;'
6" X 6"
_ _
28"
28'_
3b"_
_NO _
NO _
0.47
0.47
1V -W'
14'-0"_28'
3'-0"
0.47
10'-0"_
_16'•0"
6" X 8"
28"
T:&
_NO
NO
0.47
-
_
3'-0"
NO
NO_
0.47
0.47
-10'A"
10'-0"
22, -0;•
24'-0"
irk 16"VII%2'rX 6'•-28,;------9;,0-•----NO
0.47
0.60
6" X 10" W/2" X 6"
28"
3'•2"
YES
12-0"
814"
6" X 6"
32"
T -O"
NO
0.62
-
-12.0"
12.0'
12.0"
_12-0"
12-0"
X 6"
.....32„
32"
-3'-0"
-X-O"-
..IJO
NO
0.62
0.62
0.62
0.62
0.62
0.62
_ IZ-O"
14'•0"
16'.0"
_
6" X 6" W/2" X B'
6"X S"
6" X 8" W%Y' X 6"
6" X 10'; W12"X 6"
_ _32'__3'-0"_
32'
32"_3'-0"_NO
32"
3'-0"
T -O"
NO
_NO
NO
_18'•0"_6"X10"-
20'-0"
12 -0"
1 -24' -0" -
IS" X12"W/2"X6"--32"
8'3" --NO
o.G6
0.68
-
POST/FOOTING
SCHEDULE 40' SPANS,
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
I W X D
"B" DIA.
I 'T'
REQUIRED
VOLUME, YDO
10'-0"
8'-0"
6" X 6"
30"
T -O"_
NO
0.65
_
10'-0"
12'-X"
10'-0"
---
_14'-0"
16'•0"
---
6" X 8"
- --
30'
3'-0"
YES
0.56
10'-0"
-IOm-O"
_ 1 _
10'.0"
--------
10'-0"
------
_ 18'-0" _
20'-0"
---__
22'-0"
-----
X 6"
-------'-- ---
6" X 8" W/2" X 6"_
6;; X 10"
-------------
6" X 10" W/2" X 6"
-----
-----
_30"_
30"
3-0;v-
_ 30"
- .30"
---
-
NO
0.66
0.66
0.56
0.66
0.68
---0-'
_3'-0" _
T -O"
-----
_3'-0"_
3':2"
wo--
_NO
NO
--
_ NO __
YES
10'-0"
_
2N.Ol'
IS" X 12" -
12-0'
12.0'
12-0`
-----
8141 _
10-0'
12 O"
Gll X All
33"
T -O"
NO
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.70
0.72
6 X 6
G" X.6 W12' X s"
33;
33
33'
- 33
--
-33"
3'-0""
3.O"
-a,:0"
3-0
3-0'
-
3'-0'_
_ NO
- NO--
--NO_--_
NO
NO
--- -
12-0"
12-0 _
12.0'
-
-12'-0"
12-0'
14,.,0„_G"X8„
16-0'
16-0"
20'-0"
22'4"
- --33"
6 X8 W/2"X_6"
6 X 10
------
6" X 10" W/2" X 6"
iti X 12"
33
3 -2"
_NO -
NO
12-0"
-0
24'"
s" X 12"W/2""X 6"
'33
3'-2 "
NO
POST/FOOTING
SCHEDULE 48' TO
62'S
S, 30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEEBRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
'T'
REQUIRED IVOLUME,
10'-0"
--10,:0„
8'-0"
6 X 6"
34"
3'-0"
NO
0.70
0.70
10'-0"
6" x v. -
--34„
31:0"
10'-0; _
14 A"
6"X 6" W%2" X G"
34"
T -O"
_-NO--
NO
0.70
0.70
0.70
6 X 8
_
94"
3'-0"
_
VES
10'-0'
16-0'6
X S W/2' X 6"
34'
T -O"
_ _
NO
0.70
__-.-.._---_-_-.__---_----
6"
3'-0"_
NO
0.70
i614;-22
10'-0"
-0'
24'-0"
6" X 10" W/2" X 6"
_34"
34"
T -O"
_ _
NO
0.70
0.70
0.70
G" X 12"VIII%2'r X G"
34"
3'-0"
YES
- 12-0"
_12_-0"
W-0"
16;-F
_ I Z -W' _
6;-X 6
v x 6 W/2' X 6"
6"X_ 6" 11V%2" X 6"
36"
36"
3'-0"
3'4"_
_ NO
NO
0.79
0.79
0.79
36'
3'-0"
_ _
NO
12-0;;
14-&
_ 16'-0"_
6" X 8" _
6"X 6" W%2" X 6"
_ _
36"
_
3'-0"_
3'-0"
_ _
_ NO _
NO
0.79
0.79
-
_36"
_
0.79
12-0"
--
12-0"
20-0"
22'-0"
2N.O" 14"X
6"X 90" W%2"X s;'
6--"-X- 1,2 -"'w -/-2`-'X- 6"
12' W/2"X 6
36"
36"-
- 38"-
9;-0"
3':2" -
3:2-
_YES
NO
0.79
0.83
0.83
- NO ---
-- NO
12-0"1
POSTWOOTING
SCHEDULE 54' TO 60' SPANS,
30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING I
KNEE BRACE
CONCRETE
SPACING
"H" I
W X D
"B" DIA.
'T'
REQUIRED
VOLUME,
10'-0"
--lo,
8'-0"
--lo--_---
6" X 6"
36"
3'-0"
NO
0.79
10'-0"
10'-0"
6" X 6"
----------.
36"
NO
0.79
_10'•0"
---
12'-0"
._---
6;' X 8"W/2" X 6"
_
38"
_3'-0"
3'-0"
_
NO
0.79
0.79
10'-0"
10,--0'•
---"
10'-0"
IV -O"-
18':0"
--0"
6" X 8" W'---
6" X 8" W/2" X 6"
-1 -JX
--
36"
---
3'-0"
--'---
NO
0,79
0.79
0.79
0.79
0.83
61 10" --
--38;•--
3'-0"
NO -
20'-0"
.24,:0"
6" X 10" WF2--X-i;;
6" X 10" W
w/z" x s"
6" X 12,-,
---- -
36"
- --
3'-0"
YES
as"
--36';-
a'-0"
-3;_2-,
No
YES_ 1
12-0" _
8'-0"
G" X 6"
40"
-O"
NO
0.97
- 12.0'
-_-12-0-
10'-0"
-1Y4V
6" X 6" W/2" X 6"
i", X6„
-46;7-3'-0"
-_4F
_T
_
NO
-_NO-
0.97
0.97
12-0"
----
12-04
---._
12-0"
_12-0"
14'-0"
----G"X&'
_ 16'-0"
...--'--
20'-0"
22:0"s"
6" X 8" W&T-xX 6"
&'W12 -;i R
s" X 8" W/2" X_6
----------'-
6" X 10" W/2" X 6"
X 1-r;
40"
_-
3'4)"
NO
0.97
0.97
0.97
0.97
0.97
1.03
3'-0"
NO
_40"
----
40"
----
3'-0"
--
NO
6" X 12" W/2;; X 6"
40"-
-32""-
NO
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 28"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 HAVE
CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4".
y,"BEKE ENGINEERING
YOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
IST FRAME BUILDINGS
2221 NORTH FAIRCHILD DRIVE
MEDICAL"`LAKE WA 99022
BY DATE DRAWING NOa
DRAWN WAMBEKE 6-13-06 J&J.IBC2003-06
CHECKED
BY DATE DESCRIPTION OF CHANGE PROJECT N0. 2006 ISCALE, N.T.S SHEET I DF I
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TPUSSES, BEAMS AND
FLOOR SvSTEMS PRIOR TO FRAMING
tNispEc'nuNs
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
or
REVIEVVELj FOR J3LiC;OMPUANCE.
SPOKANE ViTIFI',77,',1 r.)VisION
TM