2006, 10-09 Permit App 06004012 Pole BldgProject Number: 06004012 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 24 X 48 POLE BUILDING Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C - S - Z: SPOKANE, WA 99214-0991
Setbacks: Front Left: Right: Rear: Phone: (509) 921-1300
Group Name:
Project Name.
Site Information:
Plat Key: Name: Range
Date: 10/9/2006 Page 1 of 3
District: East
Parcel Number: 55192.0354 Block:
SiteAddress: 17511 E 6TH AVE
Location:: CSV
Zoning: UR-3.5
Water District:
Urban Residential 3.5
Area: 19,600 Sq Ft Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Lot:
Owner: Name: STUHLMILLER, AARON D & STA
Address: 17511 E 6TH AVE
GREENACRES, WA 99016
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Flood Plain
Released By:
Originally Released:
Building Plan Review
10/6/2006 By: amblake
Released By:
Driveway/Approach
Originally Released: 10/6/2006 By: TMELBOU
Released By:
Originally Released:
Septic Sys Review
10/9/2006 By: amblake
Released By:
Originally Released: 10/6/2006 By: amblake
Operator: AMB Printed By: AMB Print Date: 10/9/2006
Project Number: 06004012 Inv: ,1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Landuse/Zoning/HE Conditions
Permits:
Date: 10/9/2006 Page 2 of 3
Released By:
Originally Released:
10/9/2006 By: CJJANSSE
Contractor: EXCALIBUR STEEL
Address: PO BOX 14991
SPOKANE, WA 99214-0991
Description Grp Type Notes
POLE BDLG U-I VB
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Building Permit
Firm: EXCALIBUR STEEL STRUCTURE
Phone: (509) 921-1300
This Application:
Sq Ft Valuation
1,152 $21,888.00
Total Project:
So Ft Valuation
1,152 $21,888.00
Totals: 1,152 $21,888.00
Units Unit Desc
Operator: AMB Printed By: AMB
SELECT
SELECT
SELECT
Permit Total Fees:
Print Date:
1,152 $21,888.00
Fee Amount
$349.25
$87.31
$4.50
$441.06
10/9/2006
Project Number: 06004012 Inv:.1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Notes:
All driveway approaches to be constructed per Spokane County Standards as adopted by the City of
Spokane Valley.
Minimum of 7.5' from each property line, 5' from crosswalks or intersection curb and minimum of 15'
of separation between any two approaches.
Flat portion of a residential approach to be minimum of 16' wide, maximum of 30' wide and combined
approach width not to exceed 50% of total frontage.
(A) THE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO
PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY
PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW.
(B)ESOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW,
CONSTRUCTION INSPECTION AND SURVEYING.
See plat file for TURTLE CREEK SOUTH 2ND for special drainage requirements
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid
Building Permit $441.06 $441.06 $0.00
Amount Owine
$441.06
$441.06 $441.06
$0.00 $441.06
Date: 10/9/2006 Page 3 of 3
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: 10/9/2006
Project Number: 06004012 Inv: .1
Area: 19,600 Sq Ft Width: 0
Nbr of Bldgs- 0 Nbr of Dwellings: 0
Review Information: - ,
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 24 X 48 POLE BUILDING
Setbacks: Front
Site Information:
Plat Key:
Left Right: Rear:
Date: 10/6/2006 Page 1 of 2
Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C - S - Z: SPOKANE, WA 99214-0991
Phone: (509) 921-1300
Group Name:
Project Name:
Name: Range
District: East
Parcel Number: 55192.0354 Block:
SiteAddress: 17511 E 6TH AVE
Location:: CSV
Lot:
Owner: Name: STUHLMILLER, AARON D & STA
Address: 17511 E 6TH AVE
GREENACRES, WA 99016
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Flood Plain
Released By:
Building Plan Review
Released By: TM
ciC) b (o /
Driveway/Approach
Released By:
Septic Sys Review
\ip\�
Landuse/Zoning/HE Conditions
Released By.
Operator: AMB Printed By: AMB Print Date: 10/6/2006
TT Permit Center
F'
okane 11707 E Sprague Ave, Suite 106
�( J�7a1�� Spokane Valley, WA 99206
!'y (509)688-0036 FAX: (509)688-0037
Community Development www.sookanevallev.org.com
Reroof Construction
Permit Application
SITE ADDRESS 17 5 I 1 F -
011- N.31l0ERk
ev
oc1 o
;O Commercial
\LD Rtes dentia1
ASSESSORS PARCEL NO: •551 T Z , 63 5 L% LEGAL DESCRIPTION:
Buildin 'owne`r 4� � . `� r
Name: An rp'ln S k (iv t 1 -
Address: / 7 S I ( E
City:Cr-p 4-e t-e, Zip: q % C / 6
Phone: Zs 6 — J 0 C./- ax:
onta�
r o
ny 4.pt,Twf-
,Y} G ^tG
Name: Pn.-..- (
Phone: 9 Z ( -- 13Q
Contractor : rt• r :a
Name: l :: r 15-1-r►i `!-�xN, .4-r-- .
Address: P.. 0 . ( (L f j 5 j
City:4zz,.F(jJ47 Zip: ljZ/V
//7Z/-i3c0 Fax: 9Z(-&7/E
Phone:
Lic No: ExeMss2ZZ8 Exp. Date: OZ -e?
City Business Lic No:
Describe the scope of work in detail: O Tear off ❑ Overlay
Cost of project
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
additional information may be required to be submitted, and subsequently approved before this application can be
processed.
Ownership of resultin• development rights granted by any issued permit inure to the property owner.
Signatu
Date /4 - 5-O 6
Method of Payment: (F.xed permit - pplications will only be accepted with major bankcard)
❑ Cash 0 Check ❑ Mastercard ❑ VISA ❑ Other
Bankcard #: Expires: VIN#:
Authorized Signature:
REVISED 8/232005
SRHD EHS
10/06/2006 07:49 5093241567
00 36 2006 08:47 FR
Project litanbor. 06004012 luv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a
PitdrathiNgSi.
permit Use: Gi X 48 POLE BUtLDWG
Setbacks: lrout Left: Right
Site Inform ati, Star -
Plat Ke: r. Name: Range
Rear
Farce Number. 55192.0354 Block:
'. dt eAddress: 17511 E 6TR AVE
Location:: CSV
Zoning: UR3.5
Water District:
Area: 19,600 Sq Ft Width: 0
Nbt of Bldgs: 0 Nbr of Dwellings: 0
Review In/r'atation:
s.
97ot d Plain
Urban Residential 3.5
TO 3241567
Date: 10/6/2006
PAGE 01/01
P.01/03
e 1 of 2
Contact EXCALIBUR STEEL STRUC
Address: PO BOX 14991
C - S - 2: SPOKANE, WA 99214.0991
Phone: (509) 921-1300
Group Name:
Project Name:
District East
Lot
Owner: Name: STUHLMILLER, AARON D & STA
Address: 17511E 6 H AVE
GREENACRES, WA 99016
Hold: 0
Dept 0 Right Of Way (ft): 0
Buil ding Plan Review
Opra tar. AMB Printed By. AMB
Print Date: 10/6/2006
OCT 06 2006 09:11
5093241567 PSGE.01
PLANNING DEPT. APPROVED
BY:
DATE. I°lV O
t
4-x r 5 7 f/vim
177
OP'
0
O
NOTES FOR FLOOR PLAN
te INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
0 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)
C.
X
J
O
v
13
z
t~-
0
O
Li
W
0
40 PSF LIVE LOAD
@ 24' ❑.C. - TYPICAL
O
0
0
0
40 PSF LIVE LOAD
W
0 el
0
I
(U
ti
SPANS 12' TO 60'
DOUBLE TRUSSES
N
z
J A
c Z
= A
a..J
•
W
co 1
?u
W(1-
(4o
d-
Q
z�
"
J>'
DC I-
d I
• U
00 p
X•NI,
cu (u
W au
N
DOUBLE TRUSSES
PURLIN CONNECTION METHODS'
A). PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STD,
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,
tON CONNECTION METHODS
"B" AND "C', TOENAIL
BACK SIDE OF PURLIN
W/C1) 16d NAIL INTO
EACH TOP CHORD MEMBER
SINGLE TRUSS RI
\-®
PLAN VIEW
NOTES FOR SECTION A -A
Si TYPICAL PURLIN, SEE FLOOR
PLAN FOR SIZE
0 TRUSS DESIGN BY OTHERS
0 2' X 6' @ 24' O.C., 10' BAYS
2'X6'@24'O,C.,12'BAYS
DF-L. #2 GIRTS FLAT @ 24' O.C.
v 0 CONCRETE FOOTING, SEE SCHEDULE
N 6 S5 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,
TYP
N.T.S,
SEE FOOTING tiw
DETAIL
BUILDING SECTION A -A
N,T,S,
20' 0" MAXIMUM
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.TS,
CoHALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2" X 6"
0 TREATED 2' X 6' BOTTOM GIRT
0 2" X 10" HEADER
0 2" X 6" GIRTS @ 24" ❑,C,, 10' BAYS, DF-L #2
2" X 6' GIRTS @ 24" ❑,C,, 12' BAYS, DF-L #2
0 2" X 8" FACIA BOARDS
S5 TREATED WOOD POSTS, SIZED PER SCHEDULE
0 TREATED 2' X 6" BOTTOM GIRT
OR TREATED 2" X 10' BOTTOM GIRT
DETAIL 1 - TRUSS COLUMN
CONNECTION PURLIN SUPPORT
NOTES FOR FOOTING DETAIL
•
TREATED POSTS AS SIZED PER SCHEDULE
VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
10 UNDISTURBED SOIL
FOOTING DETAIL
TREATED POST
CAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING
(D.) GABLE END TRUSS
(D DOUBLE INTERIOR TRUSSES
GABLE END POST
NAILS TO BOTTOM CHORD BRACE
4 16d GALV. NAILS
EACH GIRT
(2' X 6' OR 2' X 8'
GIRT <FLAT>
TYPICAL GIRT CONNECTION
GABLE END TRUSS
16c1 NAILS
BOLTING BLOCK
2' X 6' X 18'
BOLTING BLOCK
DETAIL 3
CORNER POST
NOTES FOR CONNECTION DETAIL
MANUFACTURED TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
0 PURLIN SUPPORT STRUT 2" X 6' X FULL
DEPTH OF TOP CHORD PLUS PURLIN,
NAIL PURLINS WW3) 16d NAILS
NAIL STRUT TO TOP CHORD Wi(3) 16d
NAILS EACH SIDE.
O MANUFACTURED TRUSS - NAIL TO EACH
SIDE OF POST WITH 4 - 16d NAILS
ON TOP NAILING BLOCK
0 WOOD POST, SEE POST/FOOTING S&EDULE.
Q.F.2) SOLID BLOCKING AT CONNECTION POINTS.
TYP. PURLIN, SEE FLOOR PLAN FOR SIZE
415D KNEE BRACE, IF REQ'D. SEE POST SCHEDULE
AND DETAIL 2
410 - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD
1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE
1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
16d NAILS
TYR GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SINGLE SLIDING DOOR OPTION
OPTIONAL 'FRONT ELEVATION
OPTIONAL FRONT ELEVATION
•
DETAIL 2
KNEE
BRACE
OVERHEAD DOOR
OPENING
NOTES FOR DETAIL 2- KNEEBRACE
(T1) TRUSS TOP CHORD, DESIGN BY OTHERS
TRUSS BOTTOM CHORD, DESIGN BY OTHERS
2' X 6' KNEE BRACE
orD WOOD POST, SEE POST/FOOTING SCHEDULE
0-iiD 2' X 6" OR 2" X 8" TRUSS SEAT EACH SIDE
OF POST @ EACH KNEE BRACE CONNECTION
(f;) NAIL KNEE BRACE TO POST WITH
4 - 16d NAILS
giD NAIL BOLTING BLOCK TO POST
BRACE WITH 8 - 16d NAILS
NOTES'
KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
BRACE NOT REQUIRED AT GABLE END TRUSSES,
SLIDING DOOR
OPENING
NOTES FOR SIDE ELEVATION
SLIDING DOORS
SLIDING DOORS
TYPICAL SIDE ELEVATION
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 AS
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES l' X 4' OR 2' X 4" WEB MEMBER BRACING.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
L-BRACE -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
SECTION B-B SECTION B-B
AT INTERIOR TRUSSES AT GABLE END TRUSS
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 DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH
WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF)1(
CEILING LL = 0 PSF CEILING DL = 1 PSF
)1( ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION.
)1( MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
OPENING MAXIMUM SOIL BEARING F'RESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND
SANDY GRAVEL OR BETTER PER IBC TABLE 18042. LESSER SOIL CONDITIONS \OLL REQUIRE
REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fic = 2,000 psl, 4 SACK MIX FOR
FOOTINGS, CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92,
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER OR HEM -FIR #2 OR
BETTER BY WWPA GRADING RULES, MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT,
NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP
GALVANIZED, 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 (SW, Fy = 80M 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, GASKETED 11 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 1"
BOTTOM CHORD DEAD LOAD = 1 PSF
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
NOTES FOR OPTIONAL FRONT ELEVATIONS
0 HALF TRUSS DESIGN BY OTHERS
0 2" X 10" HEADER UP TO 121-0" DOORS
WALL HEIGHT W/ 2' X 8' FACER.
2 - 16c1 NAILS
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 SPUCED ABOVE MID HEIGHT OF COLUMN
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED'
* ROOF STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
FIELD SCREWS' x 1 1/2' AT 9' O.C. <NEXT TO HIGH RIB)
111 EAVE AND RIDGE PURLIN SCREWS' 014 x/ 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED'
ENDWALL STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
NI BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS' #114 x 1 1/2'
a BOTH SIDES OF EACH MAJOR RIB.
DIAPHRAGM SCREWS
DIAPHRAGM SCREWS ENDWALL BASE GIRT ACROSS
ENDVALL DOOR] HEADERS & GABLE END TRUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
tIsraRiVINREWSJ TYPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
EXPIRES 12/29/07
POST/FOOTING SCHEDULE 17 - 24' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUVIN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"Fr.
w x D
"Fr DIA.
"r
REQUIRE)
VOLUME, YD3
POST/FOOTING
SCHEDULE 30' SPANS,
30 & 40 PSF
UVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"Er'
W X D
"B" DIA.
"r
REQUIRED
VOLUME, YD3
POST/FOOTING
SCHEDULE 36' SPANS,
30 & 40 PSF UVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
NO
0.47
POST/FOOTING
SCHEDULE 40' SPANS, 30 & 40 PSF UVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
POST/FOOTING
SCHEDULE 48' TO
67 SPANS,
30 & 40 PSF UVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"Fr'
W X D
"B" DIA.
..r
REQUIRED
VOLUME, YD3
0.76
POST/FOOTING
SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF UVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"Er.
w x D
"B" DIA.
"r
REQUIRED
VOLUME, YD3
0.79
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 18"01 X
3'-0" DEEP FOR WALL HEIGHTS TO 1 61-0". 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
A CONCRETE FLOOR, INCREASE FOOTING DIAMETER X 2" 8c FOOTING
WAMBEKE ENGINEERING
2913 E. 61st Court
Daniel Wareibeke, P. E. Spokane, WA 99223
STRUCTURAL DESIGN FOR POST FRAME BUILDINGS
EXCALIBUR STEEL STRUCTURES, INC.
P. O. BOX 14991
SPOKANE, WASHINGTON 99214-0991
BY
DRAWN
WAMBEKE
REV
BY
DATE
DESCRIPTION OF CHANGE
CHECKED
DATE
01-08-06
DRAWING NO.'
PROJECT
2006
SCALE' N.T.S.
SHEET' 1 OF 1
REV.
8' 0' T❑ 14' 0' EAVE HEIGHTS
PURLIN SIZES AND SPACING
USE 2' X 6' DF-L #2 @ 24' O.C., 8' BAYS
USE 2' X 6' DF-L #2 @ 24' O,C., 10' BAYS
USE 2' X 8' DF-L #2 @ 24' O.C., 12' BAYS
PURLIN CONNECTION METHOD
PURLINS WILL BE HUNG FROM
LEAN TO RAFTERS WITH
STANDARD SIMPSON JOIST
HANGERS OR EQUAL.
NOTES FOR LEAN TO CONNECTI❑N DETAIL
S1.MANUFACTURED TRUSS
NOTCH POSTS 1-1/2' EACH SIDE TO
PROVIDE TRUSS SEAT,
0 TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE.
0 3/4' DIA. MACHINE BOLT
S4O 2' X 6' X 24' DF-L CONNECTION BLOCK.
PROVIDE BLOCK EACH SIDE OF POST.
S5 TYP. PURLIN. SEE CHART AT LEFT FOR SIZES.
0 2' X 6' OR 2' X 8' EAVE GIRT - JOIST HANG
0 2' X 6' DF-L GIRTS @ 24' O.C..
TYPICAL 8', 10' OR 12' BAYS
SB 6' X 6' FULL SIZE LEAN TO POST
OD 16d NAILS
® LEAN-TO RAFTERS - SEE CHART & SECTION A -A
11 6' X 6' X 36' BOLTING BLOCK
NOTES FOR LEAN TO GIRTS
GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS,
BUILDING LEAN TO'S MAY BE OPEN OR ENCLOSED
USE 2' X 6' DF-L #2 GIRTS @ 24' ❑.C. FOR 8' BAYS
USE 2' X 6' DF-L #2 GIRTS @ 24' O.C. FOR 10' BAYS
USE 2' X 6' DF-L #2 GIRTS @ 24' ❑.C, FOR 12' BAYS
LEAN-TO ADDITION TO POST FRAME
CONTINUOUS ROOF SLOPE
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 (SNOW) 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 PER 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
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 OR
HEM -FIR #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 PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED
GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. TREATED
WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22,
C-23, C-24 & C28. 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.
N.T.S.
BUILDING
•
•
445
•
m ,
rirt
�a�
PURLIN C❑NNECTION METHOD
PURLINS WILL BE HUNG FROM
LEAN TO RAFTERS WITH
STANDARD SIMPSON JOIST
HANGERS OR EQUAL.
NOTE:
PURLINS TO BE SPACED 0 16" O.C.
UPPER HALF OF LEAN—TO SPAN
TO RESIST SNOW DRIFT LOAD
LEAN-TO RAFTER RAFTER SECTION CHART
SPAN
BAY
SPACE
LIVE LOAD
PSF
RAFTER SECTION SIZE
OR COMBINATION
ENDWALL RAFTER SECTION
SIZE OR COMBINATION
8' 0'
8' 0"
30
2 - 2' X 8'
2" X 8"
8'0"10'0'
30
2-2'X8'
2"X8"
8'0',12'0'
30
2-2'X10"
2'X10'
8'0"
8' 0"
40
2-2'X8"
2"X8'
8' 0'
10' 0'
40
2 - 2" X 10"
2' X 10' •
8' 0'
1P' 0'
40
2 - 2' X 10'
2' X 10'
10'0"
8' 0"
30
2-2"X10"
2'X10'
10' 0'
10' 0'
30
2 - 2" X 10"
2" X 10'
10'0'JP'0"
30
2-2'X12'
2"X12'
10' 0"
8' 0"
40
2-2'X10'
2'X10'
10' 0"
10' 0'
40
2 - 2' X 12'
2' X 12'
10'0"1?'0'
40
2 - 2' X 8" & 2 - 2" X 6" BOX
2"X12"&2'X8"
1?'0'8'0"
30
2-2"X12'
2'X12"
1 P' 01
10' 0'
30
2 - 2" X 8" & 2 - 2' X 6" BOX
2' X 12" & 2" X 8'
1?'0'12'0"
30
2 - 2' X 10' & 2 - 2" X 6' BOX
2'X12'&2"X8"
1P' 0'
8' 0"
40
2 - 2' X 8" & 2 - 2' X 6" BOX
2' X 12' & 2' X 8'
1P'0'10'0'
40
2 - 2" X 10' & 2 - 2" X 6' BOX
2'X12'&2'X8'
1 ?' 0'
1 P' 01
40
2 - 2' X 10' & 2 - 2' X 6' BOX
2 - 2' X 12 "
14'0'8'0'
30
2 - 2" X 10' & 2 - 2" X 6' BOX
2' X 12' & 2" X 10"
14'0'10'0'
30
2-2'X10'&2-2"X6'BOX
2' X 12" & 2" X 10'
14'0',1P'0"
30
2-2"X12'&2-2"X6'BOX
2-2'X12'
14'0"8'0"
40
2 - 2' X 10' & 2 - 2' X 6' BOX
2-2'X12'
14'0"10'0'
40
2 - 2" X 12" & 2 - 2" X 6" BOX
2 - 2' X 12' DF-L #1
14'0'12'
0'
40
2 - 2' X 12' & 2 - 2' X 6' BOX DF-L #1
2 - 2' X 12" DF-L #1
16' 0'
8' 0"
30
2 - 2" X 12" DF-L S, STRUCT,
2" X 12" DF-L S. STRUCT,
16'0'10'0'
30
2 - 2' X 12' & 2 - 2" X 6" BOX
2-2'X12'
16' 0'
1?' 0'
30
2 - 2' X 12' & 2 - 2' X 6' BOX DF-L #1
2 - 2' X 12' DF-L S,S,
16'0"8'0"
40
2 - 2' X 12' & 2 - 2" X 6" BOX
2 - 2' X 12" DF-L #1
16'0'10'
0'
40
2-2'X12'&2-2'X6'BOX DF-LS.S2
- 2' X 12' DF-L S,S.
16' 0"
1?' 0"
40
4 - 2' X 12' & 2 - 2' X 6' BOX DF-L S,S
2 - 2" X 12' DF-L S,S.
a.
4
:
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.`5
NOTES FOR LEAN TO CONNECTION DETAIL
0 MANUFACTURED TRUSS
NOTCH POSTS 1-1/2' EACH SIDE TO
PROVIDE TRUSS SEAT.
0 TRUSS SUPPORT POST, SEE POST/FOOTING SCHEDULE,
S3 3/4' DIA. MACHINE BOLT - NOT REQ'D ON ENDWALLS
0 2' X 6' X 24' DF-L CONNECTION BLOCK.
PROVIDE BLOCK EACH SIDE OF POST,
0 TYP, PURLIN, SEE CHART AT LEFT FOR SIZES,
0 2' X 6' OR 2' X 8' EAVE GIRT
0 2' X 6' DF-L GIRTS @ 24" O,C,.
TYPICAL 8', 10' OR 12' BAYS
0 6' X 6' FULL SIZE LEAN TO POST
S9 16d NAILS
10 LEAN-TO RAFTERS - SEE CHART & SECTION A -A
1A0 cl ;
LEAN-TO ADDITION TO POST FRAME BUILDING
STEP DOWN LEAN-TO ROOF
N.T.S.
FOOTING DETAIL
N.T.S.
NOTES FOR F❑❑TING DETAIL
TREATED POSTS AS SIZED PER SCHEDULE
VIBRATE OR ROD CONCRETE TO ❑BTAIN
FULL BEARING
UNDISTURBED S❑IL
LU
W
CZ
LLI
0
VERT. MEMBER
VERT. MEMBER
1-
0
W
16d NAIL @ 10' O,C,
2' X 6"
VERT. MEMBER
8 1/2' J
SIMPSON J❑IST HANGER
2'X6'❑R2'X8'PURLIN
2' X 8', 2" X 10' OR 2' X 12'
VERTICAL MEMBERS - SEE CHART
SECTION A - A
STANDARD RAFTER DETAILS
2' X 6"
8 1/2' J
SIMPS❑N J❑IST HANGER
2' X 6' OR 2' X 8' PURLIN
16d NAIL @ 10' O.C.
2" X 8', 2' X 10' OR 2' X 12'
VERTICAL MEMBERS - SEE CHART
SECTION A - A
BOX BEAM DETAILS
2' X LAMINATED TO
ENDWALL RAFTER WHERE
REQ'D - SEE CHART
2' X 8', 2' X 10" ❑ R 2' X 12"
ENDWALL RAFTER - SEE CHART
SECTION A - A
STANDARD ENDWALL RAFTER DETAILS
SIMPS❑N J❑IST HANGER,
2' X 6' BL❑CKIN
T4 i a,
2' X 6' OR 2' X 8' PURLIN '•'t
16d NAIL @ 6' O.C.
TOP & BOTTOM
2 2" X 10' OR 2" X 12'
VERTICAL MEMBERS - SEE CHART
- 2" X __ DETAILS
EXPIRES 12/29/07
WAMBEKE ENGINEERING
Daniel Wambeke, P. E. SpCourt
Spoo kann e,, VWAA 99223
Telephone' 509-443-6186 Fax' 509-448-6582 a -Mall dwambekeemsn.cor
LEAN-TO ADDITIONS TO POST FRAME BUILDINGS
SPANS 8'-0" THROUGH 16'-0"
30 PSF & 40 PSF LIVE LOAD. IBC 2003
EXCALIBUR STEEL STRUCTURES, INC.
P. 0. BOX 14991
SPOKANE, 'WASHINGTON 99214
BY
DATE
DRAWN
CHECKED
REV BY DATE DESCRIPTI❑N OF CHANGE APPROVE
DLW
1-08-06
2006
DRAWING NO.'
EXCALIBU R. LEAN.I BC2003-06
SCALE' N.T.S. ISHEET!' OF 1
REV.
PROVIDE DIAGRA nA c A n; n
EtsIpINEERINJ )A
POF
=1�0� Q.FAAMING
\i C• .
`` '.MiNG
nROVIDE DIAGRAMS AND
INEERING LAYOUTS FOR
TRUSSES, BEAMS AND
,R SYSTEMS PRIOR TO FRAMING
TIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
EgosPliziley
REVIEWED FOR CODE COMPLIANCE
SP0K,6,1\ VALLEY 6 !LDIN! DIVISION
T'K- to 0 6