2008, 07-31 Permit App: 08002748 Patio CoverProject Number: 08002748 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 7/31/2008 Page 1 of 2
Project Information:
Permit Use: PATIO COVER
Setbacks: Front
Site Information:
Plat Key:
Left: Right: Rear:
Name: Range
Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C - S - Z: SPOKANE, WA 99214-0991
Phone: (509) 921-1300
Group Name:
Project Name:
District: East
Parcel Number: 55074.3402 Block:
Lot:
SiteAddress: 18116 E MONTGOMERY AVE Owner: Name: KITCHEN, GARY & EVELYN K
Address: 18116 E MONTGOMERY ST
SPOKANE VALLEY, WA 99016
Location:: CSV
Zoning: R-3
Water District:
Area: 7,149 Sq Ft
SF Res District
Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Hold: [_
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
Released, By:
Originally Released: 7/21/2008 By: tmelbourn
Landuse/Zoning/HE Conditions
Permits:
Released By:
SEE CONDITION
Originally Released: 7/31/2008 By: mharnois
Operator: JD Printed By: JD Print Date: 7/31/2008
Project Number: 08002748 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 7/31/2008 Page 2 of 2
Building Permit
Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE
Address: PO BOX 14991 Phone: (509) 921-1300
SPOKANE, WA 99214-0991
Building Characteristics
Building Height 13
This Application: Total Project:
Description Grp Type Notes Sa Ft Valuation Sq Ft Valuation
COV DECK R-3 VB 400 $6,000.00 400 $6,000.00
Item Description
RESIDENTIAL PERMIT FEE
WSBC SURCHARGE
SF PLNS RVW < 7999 SQ FT
Totals: 400 $6,000.00 400 $6,000.00
Units Unit Desc
1 SELECT
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$125.25
$4.50
$50.10
$179.85
Notes: .,
THE COVER FOR THE PATIO MUST NOT BE ATTACHED TO THE HOUSE -MH
Payment Summary:
Permit Type
Building Permit
Fee Amount Invoice Amount Amount Paid Amount Owing
$179.85 $179.85
$179.85 $179.85
$0.00 $179.85
$0.00 $179.85
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: JD Printed By: JD Print Date: 7/31/2008
e
Valley
Community Development
Residential Construction
Permit Application
Permit Center
11703 E Sprague Ave, Suite B-3
Spokane Valley, WA 992060
(509)688-0036 FAX: ( )688-0037
www spokanevalley.or
SITE ADDRESS:
ASSESSORS PARCEL NO:
PERMIT NUMBER: X- Z i
PERMIT FEE:
4ew Construction
❑ Addition/Remodel
❑ Other:
LEGAL DESCRIPTION:
Contact Person
Phone: `9 Z — ( 30
Describe the scope of work in detail:
o�
Proposed Use:
**************The followin MUST be com
DIMENSIONS:
><-
FLOOR SQ. FTG:
HEIGHT TO PEAK:
MAIN FLOOR TO SQ.
/1
FTG:
FINISHED BASEMENT
SQ. FTG:
# OF BEDROOMS:
GARAGE SQ. FTG:
lete:
CONSTRUCTION TYPE:
Contractor:
Name: E.X C •\ ` c. 5Z
Address: 0
City: S. z l-tk
Phone: Zi _
ontractor Lic No:
3- 1 --
City Business Lic. No:
Cost of Project: $
k
write N/A if not a
# OF STORIES:
Accessory Bldg
Deck
licable
UNFIN BASEMENT SQ. FTG:
•
DEQ COV: PATIO Q. FTG:
HEAT SO 'CE:
t'ielci
State: 1,3A Zip: 79 Z
Fax: qZl (7I8
Exp Date: 2
**********************
TOTAL HABITABLE SPACE:
00 a--
IMPERVIOUS
'IMPERVIOUS SURFACE
AREA:
30% SLOPES ON
PROPERTY:
SEWER OR SEPTIC?
-V)o s* cc w. -sr
is for
ion of or on a
he
The pnis/will
verifies, acknowledges aband .agrees)OOwnership of this eir re that: 1) If this City of Spokane Valley tPermit inure tot the property owner.n3)tThe
dwellingaisbe servederty w er potable permission to represent the )
in full
y is the property owner f Valley Development Code.
Referenced codesareavailable forll construction is to review at the City of
done
in full compliance with the City of SpokaneY for anyviolation of federal, state or
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval before
local laws, codes or or •' - : - -s. 6) Plans or additional information may be required to be submitted, and subsequently approved
this application can 'e proses -d.
SIGNATURE:
Method of Payment:
0 Cash
Bankcard #:
Authorized Signature:
REVISED 2/15/07
DATE: -
❑ Mastercard 0 VISA
Expires: VIN#:
8
1
Sileokane 11703 E Sprague Ave Suite B 3♦ Spokane Valley WA 99206
♦ 509.688.0036 4 Fax: 509.688.0037 •
Valley®
la
13
la
Completed Building and Mechanical Application with: Accurate address, Parcel
Number and/or Legal Description, description of work, owner and contractor
information, signature and date.
Three (3) sets of plans including Site Plan, elevations, floor plans, foundation plans
with details, roof plan, framing plans and details.
Show the height of any proposed buildings or accessory structures.
Floor plan for each floor: Dimension to scale(minimum 1/8") and label each room
(including sq footage of house and garage on plans) show each level of existing
house and square footage of any additions.
❑X Egress windows: Provide at least one window or exterior door approved for
13
emergency escape or rescue from basement and in every room for sleeping.
Floor framing details: Joist type, size, spacing and installation details.
❑X Roof framing plan and details
❑X Furnace and hot water heater location
�X All header locations: type, size and connections
Foundation plan
Insulation information
13
MX Decks and Stairway details
All braced wall panel types: show locations and details of installation, including
engineered design
Smoke detector locations
22" x 30" attic access location
18" x 24" crawl space access
One-hour separation detail: between house and garage
Spokane
jUalley
Project
Transmittal
City of Spokane Valley
Community Development
Department
11703 E. Sprague Ave, Suite B3
Spokane Valley, WA 99206
Phone: 509.688.0036
New projec(D
Previous pre -app meeting 0
Plan revisions El
Transmittal Date:
Tuesday, July 15, 2008
Site Address: 18116 E MONTGOMERY AVE
Parcel Number: 55074.3402
Zoning: R-3
Fire District: FD 01
Water District:
Project Number: 08002748
Applicant:
e-mail:
Contact:
e-mail:
Contractor:
EXCALIBUR STEEL STRUCTURES
PO BOX 14991
SPOKANE, WA 99214-0991
(509) 921-1300
EXCALIBUR STEEL STRUCTURES
PO BOX 14991
SPOKANE. WA 99214-0991
(509) 921-1300
Owner: KITCHEN, GARY & EVELYN K
18116 E MONTGOMERY ST
SPOKANE VALLEY, WA 99016
e-mail:
Occupant:
e-mail:
EXCALIBUR STEEL STRUCTURES Arch/Engineer:
PO BOX 14991
SPOKANE, WA 99214-0991
(509) 921-1300
e-mail:
�� � •_7 ��
FYI
JUL 1'32008
dill%I! I
i
Project PATIO COVER
Description:
Building
Landuse
APPLICATION
l
Engineer
Utilities
Health
Fire Dist
Assessor
SITE
1
PLAN
S
1
Please send all plan review and project comments via e-mail to the
highlighted individuals.
Spokane
jUalley
For City Use Only _y
PLUS Project Number `_) ' (-). ' t 4c.
Project Address
11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206
509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org
As part of our on-going commitment to customer service during the review process of your project
application, we are providing you with a TARGET DATE for the initial technical application review. If for
any reason we cannot meet this date, we will contact you with a revised target date.
,p j •
/ ,
Your application review TARGET DATE is
The TARGET DATE is the date we estimate your project application will have had its initial technical
review. It is not the date for approval or permit issuance.
Tips for a Smoother Project Application Review
➢ Submit complete, accurate plans and documents.
Extra time may be required for re -submittals as project application reviewers work on multiple applications and it
may be several days before they can look at your new or revised information.
➢ Designate a specific contact person to communicate with the City.
While the person designated as the applicant's contact person with the City can be changed, one individual with the
expertise for dealing with reviewer comments would be the best choice for the entire review process.
➢ Call staff regarding the status of your project only after the target date shown at the top of the page.
Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us
by your target date. Staff may contact you before the target date if the initial review is complete. By following this
procedure, you will save time and allow the reviewers to complete the work more expeditiously.
Steps in the Permit Process
1. Counter Complete. Your application has been accepted as counter complete. This means all of the required
documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred
submittal. This does not prevent technical staff from requesting additional information as a result of their technical review.
2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free
from substantive flaws that would prevent technical staff from completing the technical review once it is started. When
this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it
comes up for review.
3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance
review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by
phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete.
4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re -
submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections
of the application are received, a Permit Specialist will process the application and contact the person specified on your
application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by
the Permit Specialist at that time.
WHITE -APPLICANT PINK- BUILDING FILE REV 9/07
/40/0T6 0A4 E g -y
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4-7
68 '
LYNN
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vew�.f
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Pro Po seal
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Cooe-y
123'
La-Z- S 17 0 . : B (c'
LA
WAMBEKE ENGINEERING
Daniel Wambeke, P. E.
2913 East 61st Court
Spokane, WA 99223
Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com
July 15, 2008
Mr. Paul Young
EXCALIBUR CONTRACTING, INC.
P. O. Box 14991
Spokane, WA 99214-0991
SUBJECT: 20' X 20' X 10' OPEN POST FRAME BUILDING FOR LYNN & GARY, 18116 E. MONTGOMERY,
SPOKANE VALLEY, WA
Dear Paul:
This post frame building has been sold to Lynn and Gary and will be erected according to the standard post frame
building plans I have prepared for Excalibur Contracting, Inc. The building is designed for 30 PSF roof live load, 85
MPH wind speed, Exposure B and Seismic Design Category C, 2,000 PSF allowable soil bearing pressure. The
building has posts spaced at 10'0" o. c. and 4:12 pitch roof trusses.
The standard post frame building plans do not address open buildings. I have checked the requirements for this
building and detail the structural elements below:
• Roof trusses — Use two 20' span manufactured roof trusses at the single center roof crossing. Use single
gable end trusses at the endwalls of the building. Trusses shall be designed and certified by the truss
manufacturer.
• Roof purlins — Use 2" x 6" DF -L #2 purlins @ 24" o. c. Hang purlins from trusses with standard joist hangers.
• Sidewall posts — Use 6" x 6" Hem -Fir #2 treated posts embedded in 20" diameter x 3'0" deep concrete
footings.
• Corner posts - Use -6" x 6" Hem -Fir #2 treated posts embedded in 20" diameter x 3'0" deep concrete footings.
• Framing and connection details — Use framing and connection details from the standard post frame building
plans for all framing details.
Please feel free to contact me if you have any additional questions about the design of this building.
cerely, 6iffeL
Daniel Wambeke, P.E.
Enclosures
DW:dw
EXPIRES ( t— UP -&9
Designer of Small Structures, Post Frame Buildings, Foundations,
Light Gauge Steel Framing and Grain Storage Systems
A
0
Mous E
u it
D
(-VRL111 VVIVIVGt..I1WY I'IL.IIIL,LO•
A), PURLINS MAY BE HUNG
V. NAILS EACH GIRT OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON J❑IST 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
w 'B' AND 'C', TOENAIL
TYPICAL GIRT CONNECTION w (1 i 6dSIDOF
EACH TOP CHORD MEMBER
.NOTES FOR FLOOR PLAN -
Q1 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 = l' -8'I D = 3'-0'
MAXIMUM POST SPACING 12' 0'
(3 PURLINS @ 24' O.C., BEARING OR
JOIST HANGERS (TYPICAL)
w SPANS 12' TO 60'
Hai
a
}
¢
a
DOUBLE TRUSSES
REQUIRED
VOLUME, -YD
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NOTES FOR SECTION A -A
NA
6" X 6"
E3O
S1 TYPICAL PURLIN, SEE FLOOR
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2'X6'@ 24' O.C., 12' BAYS
=
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16-0'
LL
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3-0
w
w
ROOF FASTENED TO PURLINS WITH
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10'-0
18-0'
1 1/2' LONG WOODFAST TEKS.
3-0
NO
WALLS FASTENED TO
20
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LIVE LOAD
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FOOTING
KNEE BRACE
-
SPACING
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10'-0"
18'-0"
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20'-0"
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6" X "
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6 X 10 W/2•' X 6"
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\-® - \�®
PLAN VIEW
N.T.S.
S�.
4
SEE
BUILDING SECTION A -A
N.T.S.
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
1 N.T.S.
1„
1 � - 2 - 16d NAILS
111 6„ 8„ OR
10" POST
I�
111
SS I I 1
9 •� 1�
Z
v
'B" DIA
IT,
REQUIRED
VOLUME, -YD
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NOTES FOR SECTION A -A
NA
6" X 6"
E3O
S1 TYPICAL PURLIN, SEE FLOOR
NO _
u
PLAN FOR SIZE
"IJ
S2 TRUSS DESIGN BY OTHERS
LD Z ::)
S3 2' X 6' @ 24' O.C., 10' BAYS
10'-0
A
2'X6'@ 24' O.C., 12' BAYS
=
p S
DF -L #2 GIRTS FLAT @ 24' 0. C.
18
18
0 U
S4 CONCRETE FOOTING, SEE SCHEDULE
16-0'
LL
SS EXTEND POST TO TOP OF PURLIN
3-0
w
w
ROOF FASTENED TO PURLINS WITH
__._ _
10'-0
18-0'
1 1/2' LONG WOODFAST TEKS.
3-0
NO
WALLS FASTENED TO
20
^;
? GIRTS WITH I' LONG
6 X10"
21
WOODFAST TEKS,
NO-
0.27
12-0"
SEE
BUILDING SECTION A -A
N.T.S.
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
1 N.T.S.
1„
1 � - 2 - 16d NAILS
111 6„ 8„ OR
10" POST
I�
111
SS I I 1
9 •� 1�
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
Si HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
OR 2' X 8' STD J❑IST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REQ'D
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' ❑,C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' D.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
S5 TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
WE
POST LAMINATIONS
NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER
AND 'MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
NOTES FOR FOOTING DETAIL
IS1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
S�3 UNDISTURBED S❑IL
FOOTING DETAIL
N.T.S.
GABLE END TRUSS
8 - 16d NAILS--,,,
NOTES FOR CONNECTII7N DEI AIL
Si 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
(SD NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE,
0 MANUFACTURED TRUSS. NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT,
SS WOOD POST, SEE POST/FOOTING SCHEDULE,.
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'41 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION POINTS.
(SD TYP. PURLIN, SEE FLOOR PLAN FOR SIZE
0 2' X 6' OR 2' X 8' TOP GIRT
0 4 - 16d NAILS OR 3/4'41 M. BOLT
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
,
SINGLE SLIDING DOOR OPTION
0PT1.0'iNIA L - FRON, i ELEVA-T-I-O-N-
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
I
1l��ell�•�:�\I��:ir_l�
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DFL -L #2 EACH SIDE
S4 WOOD POST, SEE P❑ST/FO❑TING SCHEDULE
SS 4 - 16d (ALV. 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 3/4'41 THRU BOLTS,
EACH LOCATION,
N.T.S.
BUILDING SPECIFICATIONS:
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2006 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2006), 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 OL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION.
' MAXIMUM SOIL BEARING PRESSURE = 2,000 PST -
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 318-05.
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 ISO. 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, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING
TO THE MANUFACTURER'S RECOMMENDATIONS.
ALTERNATE ROOFING & SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" O.S.B. BOARD, 1/2" C -DX PLYWOOD OR OTHER APA
RATED SHEETING, NAILED O 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30X .FELT,
O.S.S. BOARD 1 2" C -DX PLYWOOD 15 32" T-111 "
B SIDED WITH 7 16" O.S B
NG OVER 15 FELT. BUILDING MAY E /
OR 29 GAUGE METAL ROOF, / /
W
PLYWOOD SIDING OR HARD, -PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDINGAND ND A LL 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 REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD= 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
TRUSS WEB BRACING
INTERIOR OR GABLE END TRUSSES '
_-N❑TES_ FOR TRUSS WE,... RR.ACTNG1 - -
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS PIS I=
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING-.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN.' WEB
lOd NAILS @ 6' O.C. Od NAILS @ 6' D.C.
X 6' OR 2' X 8' X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
'SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #16 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
■ CAVE .AND RIDGE PURLIN SCREWS, #14 xl 1/2' AT BOTH SIDES DF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED,
■ ENDWALL STEEL, 29. GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, 010 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 L j(/-}������
ENDWALL DOOREHEADERS &WGABLEAEND GIRT
TOPS CHORD,
CAVE & RIDGE PURLINS ON ROOF
S1 S3 S2
dG
9 DIAPHRAGM SCREWS] TYPICAL SCREW PATTERN, EXCEPT AS
S4 � NOTED ABOVE i.
F- -' STEEL SHEETING SCREW PATTERNS
N.TS
S5
TYPICAL RUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
Si GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' D.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER I• 1�L
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS aF
8 - 16d NAILS
2' X 6' X 18'
B❑LYING BLOCK CORNER POST
- 16d NAILS
I '
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' 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' KINGP❑ST
TYPICAL 51UE ELEVA I IUN
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 DOORS
SPACING
'W'
W X D
'B" DIA
IT,
REQUIRED
VOLUME, -YD
1&-
20' 0' MAXIM
6" X 6"
18•'
3'-0"
NO _
0.20
_
0.20
10'-0
12-0"
14-0"
3.0'
3.0'
NO
NO
--
0.20
0.20
6"X6" _
6"X6"W/2 X6
18
18
10'-0
I--
10'-0
16-0'
- -- -
6"X8"
--
20
3-0
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
Si HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
OR 2' X 8' STD J❑IST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REQ'D
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' ❑,C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' D.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
S5 TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
WE
POST LAMINATIONS
NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER
AND 'MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
NOTES FOR FOOTING DETAIL
IS1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
S�3 UNDISTURBED S❑IL
FOOTING DETAIL
N.T.S.
GABLE END TRUSS
8 - 16d NAILS--,,,
NOTES FOR CONNECTII7N DEI AIL
Si 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
(SD NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE,
0 MANUFACTURED TRUSS. NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT,
SS WOOD POST, SEE POST/FOOTING SCHEDULE,.
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
OR 3/4'41 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION POINTS.
(SD TYP. PURLIN, SEE FLOOR PLAN FOR SIZE
0 2' X 6' OR 2' X 8' TOP GIRT
0 4 - 16d NAILS OR 3/4'41 M. BOLT
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
,
SINGLE SLIDING DOOR OPTION
0PT1.0'iNIA L - FRON, i ELEVA-T-I-O-N-
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
I
1l��ell�•�:�\I��:ir_l�
S1 TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DFL -L #2 EACH SIDE
S4 WOOD POST, SEE P❑ST/FO❑TING SCHEDULE
SS 4 - 16d (ALV. 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 3/4'41 THRU BOLTS,
EACH LOCATION,
N.T.S.
BUILDING SPECIFICATIONS:
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2006 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2006), 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 OL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION.
' MAXIMUM SOIL BEARING PRESSURE = 2,000 PST -
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 318-05.
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 ISO. 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, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING
TO THE MANUFACTURER'S RECOMMENDATIONS.
ALTERNATE ROOFING & SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" O.S.B. BOARD, 1/2" C -DX PLYWOOD OR OTHER APA
RATED SHEETING, NAILED O 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30X .FELT,
O.S.S. BOARD 1 2" C -DX PLYWOOD 15 32" T-111 "
B SIDED WITH 7 16" O.S B
NG OVER 15 FELT. BUILDING MAY E /
OR 29 GAUGE METAL ROOF, / /
W
PLYWOOD SIDING OR HARD, -PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDINGAND ND A LL 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 REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD= 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
TRUSS WEB BRACING
INTERIOR OR GABLE END TRUSSES '
_-N❑TES_ FOR TRUSS WE,... RR.ACTNG1 - -
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS PIS I=
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING-.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN.' WEB
lOd NAILS @ 6' O.C. Od NAILS @ 6' D.C.
X 6' OR 2' X 8' X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
'SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #16 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
■ CAVE .AND RIDGE PURLIN SCREWS, #14 xl 1/2' AT BOTH SIDES DF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED,
■ ENDWALL STEEL, 29. GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, 010 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 L j(/-}������
ENDWALL DOOREHEADERS &WGABLEAEND GIRT
TOPS CHORD,
CAVE & RIDGE PURLINS ON ROOF
S1 S3 S2
dG
9 DIAPHRAGM SCREWS] TYPICAL SCREW PATTERN, EXCEPT AS
S4 � NOTED ABOVE i.
F- -' STEEL SHEETING SCREW PATTERNS
N.TS
S5
TYPICAL RUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
Si GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' D.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER I• 1�L
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS aF
8 - 16d NAILS
2' X 6' X 18'
B❑LYING BLOCK CORNER POST
- 16d NAILS
I '
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' 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' KINGP❑ST
TYPICAL 51UE ELEVA I IUN
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 DOORS
SPACING
'W'
W X D
'B" DIA
IT,
REQUIRED
VOLUME, -YD
1&-
W -V'
6" X 6"
18•'
3'-0"
NO _
0.20
_
0.20
10'-0
12-0"
14-0"
3.0'
3.0'
NO
NO
--
0.20
0.20
6"X6" _
6"X6"W/2 X6
18
18
10'-0
I--
10'-0
16-0'
- -- -
6"X8"
--
20
3-0
NO
0.24
__._ _
10'-0
18-0'
6X10"
3-0
NO
0.24
20
10'-0
20-0"
6 X10"
21
3-0
NO-
0.27
12-0"
W -O'
6 X 6
26
3 -O
NO
0.41
3'-0"
NO
0.41
---NO
-12;0,•-
-17.0•:
6" X 6" W/2" X 6;r
---26"-
..3,-0�;-
0.41
12.0"
14'-0"
6" X 6'• W/2 X 6
6•' X 8" W/2•' X 6•'
26
26
3 -0"
T -O"
.
NO
NO
- " -
0.41
0.41
12-0'
16'.0"
12.0"--18'-0"�6"X8"VIIl2"'X6"
6" X 10•• Wl2•• X s^
---
26
_
3'-0"_
.__NO_ _
0.41
0.44
1Z -W'
20•-V'
26••
a• -z"
No
POST/FOOTING
SCHEDULE 30• SPANS,
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"If'
W X D
"B" DIA
'T•
REQUIRED
VOLUME, YD
IW -W'
&-&1
6" X W
26"
T.0"
NO
0.41
------
26"
-----
3'-0"
------
NO
- ---
10'-0"
----
10'-0"
-----
6" X 6"
0.41
_
10'-0'
12'-0"
14-0
6" X 6" VU%2" X 6"
6"XB"1Nl2 X6
26" _
26
3'-0"
3-0'
NO
NO
0.41
0.41
10'-0
0.41
10'-0"
18'-0"
6" X 8`• W!2" X 6"
26'•
3'-0"
NO
0.41
-- --
----
20'-0"
---6;i-W-2-'-'X-6"-
6" X "
----...._---
26"
3'-0"
-_
NO
0.41
IV-
22-0"
6 X 10 W/2•' X 6"
26
- 3-2'
NO
0.44
26
3 J"
NO
0.45
124"
8'-0"
6" X 6"
28"
T -V'
NO
0.47
12-0""-
10,,0„
&7R 6"
28"
3'-0"
NO
0.47
_-
12-0
4I
---._..-
6 X 6 W/2 X 6"
28
3 -0"
NO
0.47
12-0
14-0
6" X 8"
28
3-0
NO _
0.47
12.0
16-0"
__-
6 XS••W_!2 X6
28
3-0'
NO
0.47
FTC 10''
28
3`-0",
NO
0.47
12-0"
20'-0"
6" X 12"
28"
3'-0"
_ --
NO
0.47
12-0
24 -0"
6" X 12"
28
3%6"
NO
0.56
POST/FOOTING
SCHEDULE 36' SPANS,
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
MNEEBRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
'T'
REQUIRED
VOLUME, Y13
IV-O"8-0'
6X6
28
X-
NO
0.47
10'-0
10-0'
6X6
28
3-0'
NO, _
0.47
10'-0
12-0'
6 X6 W/2 X6
28
3-0'
NO
0.47
0.47
3'-0"
NO
0.47
28"
10'-0
18-0'
6 X89Nl2' X6
28
3-0
NO
0.47
10•-0
20-0'
6X10 -
28
3-0'-
NO
0.47
90'-0
22-0"
6 X 10 W/2 X 6
28
_
-3-0"
_
NO
0.47
101 -VI
W-91
6" X 10" WIZ' X 6"
28 •
T-2•'
YES
0.50
12-0
8-0
6 X6
32
3-0'
NO
0.62
124_
10-0'
6 X6
3_2
3-0•
NO
0.62
12-0
12-0
6 6 W/2 X6
X
32
3-0
NO
0.62
12-0
_
14-0'
6 XS
32
3-0'
NO _
O.fi.
12.0
16-0
6 XS W/2'X6
32
3-0'
NO
0.62
12-0
18-0'
6 X10
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'
?�-0"
6X12" __-__
3'�3"
0.66
0.68
12-0"
6" X 12" WI2" X 6"
_-32-
32"
NO
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, YD
IV-
8.0..6
X6
30
3-0'
NO
-----
0.55
_A61-&-,
10'-0
- -
6X6'
- -
30
3-0'
NO
0.55
3-0
NO _
10'-0
12-0-
6X6 W/2 X6
30
0.55
'10'-0
14-0
6X6 W/2 X6
30
3-0'
NO
0.55
-90'-0
16-0"
6X8 W/2 X6
30
3-0
NO
0.55
0.55
10'-0
20'-0
6X10
30
3-0'
NO
0.55
10'-0
22-0'
6X10 X6'
30
3-0'
NO
0.55
10'-0
24.0'
-W/2
6X12"
30
3'-Z'
YES
0.58
12-0
8-0
6 X6
33
3-0
NO
0.66
12-0
10-0'
6X6
733
3-0'
NO
0.66
_
0.66
12-0"
14'-0"
6" X 8"
33
3 -0'
NO
0.66
---
12-0
16--g-
S X 8 W/2 d 6
.33
� tYD
0.66
18-0.
6 X10 --
33
3-0'
NO
0.66
_12.0
12-0
20.0••
6 X10V11/2'X6"
33
3-0_
0.66
_NO
NO
12-0
.2Z-0"
6" X 12" -- _... _
_
'3-z'
0.70
12-0
24 -0"
6" X 12" W/2" X 6"
33
T-2•'
NO
0.72
POST/FOOTING
SCHEDULE 48' TO 5Z SPANS,
30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"IT'
W X D
"B DIA
'T'
REQUIRED
VOLUME, YD
10'-0
8•4"
6 X &1
34
_ T -O"
NO
0.70
-NO
_
-i&4;-10-0"
6 X6
_
34
3••0`°
0.70
8 x -w%2 --
3a
a•-0"
_
No
0.70
10•-0
14-0'•
-
6 X6••W/2 X6
3-0•
NO
0.70
10'-0
-
.34 _
-
--- --
0.70
90'-0
16-0'
6X8 WIZ' X6"
34
3-0"
0.70
-U'
16 -0"
6 X 8 WIZ'X 6
_
34
T -O"
v_NO--
NO
0.70
10'-0''
20'-0"
6" X 10"
- -
34"
,3'-0"
_
YES
0.70
10'-0
_
22-0"
6 X 10' W/2 X 6'
34
T.V
NO
0.70
24'-0"
6' X 12" W/2•' X 6"
34"
T -O"
YES
0.70
12-0
8-0
6X6
36
3-0
NO _.
0.79
12-0
10-0'
6X6 W!2 X6m
-3159;-3-0'
-.
NO
0.79
12.0
12-0'
6X6 W/2 X6'
36
3-0'
NO
0.79
_
3'-0"
-
NO
0.79
12-0
16 -0'
6 X B' W_/_2•' X 6"
36
3 -0'
NO
0.79
12.0
18'-0"
6 X 10"
36 •
3!-&
YES
0.79
12.0
204'
6X10 W/2 X6
- 36
3-0"
__._
0.79
12-0
22-0T
6 X 12 WI2 X 6
96
&4;
_NO-:.
NO
0.83
12-0
24'-0"
6' X 12" W/2' X &1
36"
3'-2"
-_ _ _
NO
0.83
POST/FOOTING
SCHEDULE 54' TO 60' SPANS,
30 & 40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA
'T'
REQUIRED
VOLUME, YD
1_0•-0••
8'-0•'
6" X 6"
36"
T -O"
NO
0.79
_
--` - -
10'-0"
-- - 6 "----
6" X 6"
--36"
36"..
- - -...--
3'-0"
--O
NO
0.79
10'-0
12 -0"
...
&'f( 6' Vil/2" X 6''
_-__-
36
____'-
3'-0"
_._...___-
NO
0.79
__-
--
--T6;'--
36
. -_. __-...._____-..___.
3-0'
NO
0.79
10'-0
16-0"
6 XS W/2"X6"
36
34'
_
- NO
0.79
0.79
10'-0
20-0•
6X10 W/2 X6
�36
3-0
YES _
0.79
10'-0
22-0
6 X10 W_/2 X6
3-0
NO
0.79
10'-0
24.0
ley
_ _36
36
3 2
_
YES
0.83
12-0
8-0
6 X6
40
a-0
NO
0.97
12.0
10 -0'
8" X 6" W/2 X 6
40
5141,
NO _
0.97
12-0
-
12-0'
-- -
6" X 8"
40
3 -0'
NO
0.97
12-0
14!4'
_
6 X 8 W/2 X 6
40
3!-V'
NO
0.97
12-0
16 -0
6 X S W/2 X 6
40
T-
__
NO
0.97
92-0
18-0
6X10
40
3-0'
YES
0.97
12-0
20-0'
6 X10 W/2 X6
40
3-0'
NO
0.97
6" X 12" W/2" X 6"
40"
3'-0"
NO
0.97
_..12-0"
24'-0"
6" X 12" W/2a X 6,'
40';-
3;-2•;
_ _._ �..._
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
V-.1
POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT,
•;.•, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR N2 POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X
EXPIRES 12/29/09 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".
_.:_-�1^��U�'r', E ENGINEERING.
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATION(.
POST FRAME BUILDINGS
j 30 & 40 PSF LIVE LOAD - IBC 2006
EXCALIBER CONTRACTING, INC.
P. 0. BOX 14991
I 9K�1E--WASHINGTON 99214-0991
L. BY DATE DRAWING NO. -
DRAWN WAMBEKE 7_15-08 EXCALIBUR.IBC2006
CHECKED
BY DATE DESCRIPTI❑N OF CHANGE PROJECT N0. 2008 SCALE, N.T,S. SHEET, I OF I
PROVIDE DIAGRAMS AND
NGINEERING LAYOUTS FOR
HOOF TRUSSES, BEAMS AND
OOR SYS1"EMS PRIOR TO FRAMING
r UNS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
iiY
REViEV/ED FOtz t,r;ti42
SP ,KA.NE `r4: s =V
OMPLIANGE
INCA DIVISION!