2008, 05-29 Permit App: 08002010 Pole BldgProject Number: 08002010 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 5/29/2008 Page 1 of 2
Project Information:
Permit Use: 24 X 24 POLE BLDG Contact: REMBRANT CONSTRUCTION
Address: 5329 N STEVENS
C - S - Z: SPOKANE WA 99202
Setbacks: Front Left: Right: Rear: Phone: (509) 710-8586
Group Name:
Site Information: Project Name:
Plat Key: 001853 Name: OPPORTUNITY PLAT # 02
District: Nort
Parcel Number: 45174.2508 Block:
SiteAddress: 10212 E VALLEY WAY
Location:: CSV
Zoning: UR -22
Water District:
Area: 12,578 Sq Ft
Urban Residential -22
Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information: ,; :;,,
Lot:
Owner: Name: CARR, PATRICIA L
Address: PO BOX 308
VERADALE, WA 99037-0308
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
Released By:
Originally Released: 5/29/2008 By: tmelbourn
Landuse/Zoning/HE Conditions
Permits:
Released By:
Originally Released: 5/29/2008 By: mpalaniuk
Operator: JD Printed By: jmm Print Date: 5/29/2008
Project Number: 08002010 Inv: 1
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Date: 5/29/2008 Page 2 of 2
Building Permit
Contractor: REMBRANDT CONSTRUCTION Firm: REMBRANDT CONSTRUCTION
Address: 5329 W STEVENS Phone: (509) 710-8586
SPOKANE, WA 99205
Building Characteristics
Building Height 0
This Application: Total Project:
Description Gr Type Notes Su Ft Valuation Sq Ft Valuation
POLE BDLG U-1 VB 576 $10,944.00 576 $10,944.00
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Payment Summary •
Permit Type
Building Permit
Totals: 576 $10,944.00 576 $10,944.00
Units Unit Desc
1 SELECT
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$195.25
$48.81
$4.50
$248.56
Fee Amount Invoice Amount Amount Paid Amount Owing
$248.56 $248.56 $0.00 $248.56
$248.56 $248.56
$0.00 $248.56
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: JD Printed By: jmm Print Date: 5/29/2008
Spokane
4 Valley.
Community Development
Residential Construction
Permit Application
Permit Center
11703 E Sprague Ave, Suite B-3
Spokane Valley, WA 99206
(509)688-0036 FAX: (509)688-0037
www.spokanevalley.org
PERMIT NUMBER:. 2Q \ 0
PERMIT FEE:
in New Construction Accessory Bldg
n Addition/Remodel in Deck
in Other:
SITE ADDRESS:
/547_57/ 21,/z6,v
ASSESSORS PARCEL NO: LEGAL DESCRIPTION:
Building Owner:
Name: F'rr, jyi a,u-/C (27-0,6 viv S7(
Name: ,74...../_ afre..,•
City:K
64-,----'-r' State Zip
Address: p;r2 /.2 p�S TC v A LLe` G(
Li
City: / ij state- 1:,,
JA
Phone: Q _ 9 757 Fax:
GAR EE Q�. FTG:
JJ (rte
Contact Person
"7/Z — e?5-4
Name:
Phone:
Describe the scope of work in detail:
Contractor:
Name: F'rr, jyi a,u-/C (27-0,6 viv S7(
Address: % /(_) ��l� �S
City:K
64-,----'-r' State Zip
Phone: /Q -83-6. Fax_ O F9-.
Contractor Lic No: ,/ni !a ExP D::.2 7 /� c
ty
CiBusiness Lic. No:/CL — 72 7 - /7/S7
Cost of Project: $ ) ob
(7v747‹/I/NT'
(fes 7- ,e z644'
Proposed Use:
**************************
The followin MUST be complete: (write N/A if not applicable)
.... -
HEIGHT TO PEAK:
DIMENSIONS:
7`fX Z'Kd'
# OF STORIES:
TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ.
FTG:
2Nu FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
AREA:
FINISHED BASEMENT
SQ. FTG:
GAR EE Q�. FTG:
JJ (rte
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEWER OR SEPTIC?
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 b: • ro essed
SIGNATURE.
Method of P
❑ Cash
Bankcard #:
nr:
Authorized Signature:
REVISED 2/15/07
❑ Check ❑ Mastercard
Expires:
DATE: . J goy
❑ VISA
VIN#:
S1T11703 E Sprague Ave Suite B-3• Spokane Valley WA 99206
♦ 509.688.0036 ♦ Fax: 509.688.0037 •
(gO*Valle
y
13
13
13
13
13
13
13
El
13
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.
Egress windows: Provide at least one window or exterior door approved for
emergency escape or rescue from basement and in every room for sleeping.
Floor framing details: Joist type, size, spacing and installation details.
Roof framing plan and details
Furnace and hot water heater location
All header locations: type, size and connections
Foundation plan
Insulation information
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
7/
PLANNING DEPT. APPROVED
DATE:
/10 / z EesT
t)4
7/
/oo
/0 / z ST �� `� �%9
4
a1
TDCATCT Dn1C
V. NAILS EACH GIRT
(FLAT)
PURLIN CONNECTION METHODS:
A). PURLINS MAY BE HUNG
TYPICAL GIRT CONNECTION OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON JOIST HANGERS
NOTES FOR
FLOOR PLAN
INTERIOR FRAME WOOD POSTS, SEE
POST
SCHEDULE THIS SHEET
GABLE
WALL POSTS - 6' X 6' TYPICAL
DOOR
POSTS - 4' X 6' TYPICAL
FOOTING DIMENSIONS, B = l' -8'I D = 3'-0'
MAXIMUM POST SPACING 12' 0'
®3 PURLINS @ 24' D.C., BEARING OR
JOIST
HANGERS (TYPICAL)
1�Lil
a
W SPANS 12' TO 60'
Z Z)
S3 2A�X ,--10"`BAi"S
8 - 16.d NAILS
2- X 6' @ 24' O.C., 12' BAYS
CD
U
t= -
l7
W
0
S4 CONCRETE FOOTING, SEE SCHEDULE
2' X 6'
d
W
a
LLj
UJ
ROOF FASTENED TO PURLINS WITH
BLOCK
1 1/2' LONG WOODFAST TEKS,
14-0
N
WALLS FASTENED TO
J
GIRTS WITH 1' LONG
_
I&:&
WOODFAST TEKS.
t-
-3-0
8 - 16d NAILS
F}
10-0"_
¢
DOUBLE TRUSSES
24'-.-3-0
_ _NO
-NO--_-
BOLTING
BLOCK
20-0
6'X10"_`__
DETAIL
zQ
TYP. GABLE
END
Zr-6 -
TRUSS CONNECTION
24
- 3 r
a
0.37
Ir o
COLUMN GIRTS
6 XIV' WI2"X8
7A"
3.8 -
NO
0.430.43
124"
J
-)
6" X G'
�J
a
w
4'-0"
NO
0.41
-0
_
6 X6'
1
Z
J J
o
i
a J
w
LU
94
.70
1r-0"
6"X6"W/r'X6"
26"
3-0'
NO_-
0.41
-
12-0'-
14-0
tL
26'
-
3-0
NO_
0.41
12-0
16-0
6 X6'W/2"X 6''
26 _.
a-0
- NO
0.41
XS"W/2"X6"
2T3-0
NO
0.45
1r-0"
af
�N
a-
D
2T' _..3•.3•:.
- -.. NO---
0.48
1r-0"
-
-j-
2T -
~v-
DOUBLE TRUSSES
- -----
0.52
-
z4•-0"
-
zr•-
a�-ia'
iiU
A
0s7
W�
3
40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
J
w¢A
W X D
"Er' DIA
'T'
REQUIRED
VOLUME, YD
10'-0"
8'-0"
OF
2&'
NU 1
NO
0.41
__
10-0'
_
10-0
__
6X6"
3-0
_-_
NO__
xl
_
26-_
�a
ar
12'-0'
6'•X6"W/r'X6"
26" -
3.0'-
__
�� -�NO
0.41
�
N
6" X 6•' W/2" X 6"
A~
3'-0"
NO
0.44
----------
10•,0•,
16'-0•'
_..--4422_ __
6" X 8"
I
vvo
'-`--NO
1
�V
x
----
10'-0•'
-
---- ----_
8" W/r' X 6"
---
2T'
.---
3'-0"
-- -
NO
0.44
-
N
•N-,
O _
T -w
0.44
104' -
2r-0
- - - /Z
s x10"wir•x6
zr'
a -a
No
0.48
10.-0"
21V-0"
s^ x 1r•
2r:-
a• -s^
- ---No
0s2
124"
8%0"
WN
30"
T.W.
NO
0.55
-----
12-0"
----
10'-0"
--- -----.
6" X 6"
2422.._
30•'
- 3'-0''
QU
L SINGLE TRUSS
---------
12-0"
1r-0•'
--_-_-----.-
6" X 6" W/r' X 6"
.. ---
30'•
-
3'-0"
PLAN VIEW
i-� N.T.S.
SEE
DETAIL
1
z
f
12
4 1
S2'
POST
COLUMN
FOOTING
NOTES FOR SECTION A -A
CONCRETE
U
TYPICAL PURLIN, SEE 'FLOOR'
S1 Q
W X D
FOOTING
PLAN FOR SIZE
j
1�Lil
S2 TRUSS DESIGN BY OTHERS
Z Z)
S3 2A�X ,--10"`BAi"S
8 - 16.d NAILS
2- X 6' @ 24' O.C., 12' BAYS
S
=
DF -L #2 GIRTS FLAT @ 24' O,C.
8 - 16d NAILS
0
S4 CONCRETE FOOTING, SEE SCHEDULE
2' X 6'
(U
SS EXTEND POST TO TOP OF PURLIN
LLj
UJ
ROOF FASTENED TO PURLINS WITH
BLOCK
1 1/2' LONG WOODFAST TEKS,
14-0
,
WALLS FASTENED TO
3-0
GIRTS WITH 1' LONG
_
I&:&
WOODFAST TEKS.
t-
-3-0
8 - 16d NAILS
F
BO
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION.
N.T.S.
NOTES FOR FRONT ELEVATION
S1 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
@)Sl MANUFACTURED TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
PURCI S4 MANUFACTURED TRUSS
NOTCH 3ME Hpp NAfcTIpN TO
PROVIDEOSTS TRUSS, SEAT, \
SS WOOD POST, SEE POST/FDOTING_CHART
(g)5/8'0 BOLT THROUGH TRUSS TOP CHORDS PLUS
S8 4 - 50d THREADED HARDENED NAILS IN PRE -DRILLED HOLES
(So TYP, PURLIN, 2' X 6' HEM -FIR #2 @ 24' ❑, C.
S9 2' X 6' EAVE GIRT
0
I
cn
S3
/�YII
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
1„
1 2 - 16d NAILS
til
(l -I
6„ 8„ OR
111
10" POST
cu
III
- III
POST LAMINATIONS
NOTE: 2" X'6" LAMINATE MUST BE A TREATED MEMBER
AND MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY`l BE SPLICED ABOVE MID HEIGHT OF COLUMN
I TREATED POSTS AS SIZED PER SCHEDULE
VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
UNDISTURBED SOIL
S1
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR OPTION
I
OPTIONAL FRONT ELEVATION 1
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12' 0' DORS
2' X 12' HEADER UP TO 20' 0' DOORS
2' X 12' BACKED WITH 2' X 6' UP TO 24' 0'
0 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
IG
iIII W F24IIx=Sol ,011
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
0 WOOD POST, SEE POST/FOOTING SCHEDULE
SS 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.
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 B AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 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. 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 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 BED T I
DELTA RIB STYLE GALVANIZED OR PAINTED 29 GAUL THICKNESS, S
E IC KN SS E ATM A653 STRUCTURALUALITY
(SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL Q 0 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 30# FELT, OR 29 GAUGE METAL ROOFING OVER 15# FELT. BUILDING MAY BE SIDED WITH
7/16" O.S.B. BOARD, 1/2" C -DX PLYWOOD, 15/32" T-111 PLYWOOD SIDING OR HARDI-PLANK. LAP SIDING MAY BE INSTALLED
OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRTS WITH 8d, NAILS O 6" 0. C., OR 1 1/2"
LONG X 16 GA. STEEL STAPLES O 6" 0. C. O PANEL EDGES & INTERMEDIATE FRAMING.
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF
THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF
WASHINGTON.
TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
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 FS
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.
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
• EAVE AND RIDGE PURLIN SCREWS. #14 x1 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
x FIELD SCREWS- #10 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.
'X6'OR2'X8' X4 -
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
,- DIAPHRAGM SCREWS SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS SS $O
ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
NOTED ABOVEREWS) TYPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
OVERHEAD DOOR
OPENING
N.T.S
S3 2
8
S�
S5
TYPICAL ROSS BO1"TO.M CH" -"D BRACING
SLIDING DOOR
OPENING
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION N.T.S.
Si 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS
NOTES FOR TRUSS BOTTOM CHORD BRACING e.. ` N.T.S. NOTE: ' T''4
Sl GABLE END TRUSS 1. THE NEXT LARGER SI E P � -TAY B $Ub.ShT.QjtD FOR POSTS WITH
• 2" X 6" LAMINATIONS.
S� DOUBLE INTERIOR TRUSSES l�L 2• ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATI
a1' 1! 7 POSTS UP TO 18'-0" WALL HEIGHT. ABOVE 18' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR 2 POSTS
S3 2' X 4' X -BRACING @ 10'. 0' D.C. �% f'- 3. FOOTINGS FORIEN- ALL POSTS„S ALL IBE .A MINIMUM OF 2'0 X
3'-0" DEEP FOR ALL'-+NEIGHTS'�TO''18'-0"-�'A80VE 18' WALL HEIGH
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O -C. ?. FOOTiNcssryALL'BE 24"01 X 3' =4 - DEEP
OR, AS SPECIFIED BY TRUSS MANUFACTURER 4. ABOVE FOOTING-OESIGNS'ARE FOR'"POST'FRAME BUILDINGS WITH
p " CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT
SS TOENAIL BRACES TO TRUSSES WITH Id01CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
3 - 10d NAILS ssj DEPTH X 4".
EXPIRES 1 Q 29 09
POST/FOOTING
CJ
LIVE LOAD
POST
COLUMN
FOOTING
KNEEBRACEI
CONCRETE
SPACING
"H"
W X D
FOOTING
DETAIL
j
VOLUME, YD
N.T.S.
GABLE END
TRUSS
8 - 16.d NAILS
0.35
- x -� - -
8 - 16d NAILS
.35
2' X 6'
X 18'
3'-W'_-.
BOLTING
BLOCK
10-0
14-0
,
TA
3-0
CORNER POST
_
I&:&
Gii XU.
24
-3-0
8 - 16d NAILS
0.35
10-0"_
2` 'X 6'
X 18'
24'-.-3-0
_ _NO
-NO--_-
BOLTING
BLOCK
20-0
6'X10"_`__
DETAIL
3
TYP. GABLE
END
Zr-6 -
TRUSS CONNECTION
24
- 3 r
USE BOLTING BLOCKS BELOW
0.37
ALL CORNER
COLUMN GIRTS
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12' 0' DORS
2' X 12' HEADER UP TO 20' 0' DOORS
2' X 12' BACKED WITH 2' X 6' UP TO 24' 0'
0 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
IG
iIII W F24IIx=Sol ,011
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
0 WOOD POST, SEE POST/FOOTING SCHEDULE
SS 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.
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 B AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 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. 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 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 BED T I
DELTA RIB STYLE GALVANIZED OR PAINTED 29 GAUL THICKNESS, S
E IC KN SS E ATM A653 STRUCTURALUALITY
(SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL Q 0 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 30# FELT, OR 29 GAUGE METAL ROOFING OVER 15# FELT. BUILDING MAY BE SIDED WITH
7/16" O.S.B. BOARD, 1/2" C -DX PLYWOOD, 15/32" T-111 PLYWOOD SIDING OR HARDI-PLANK. LAP SIDING MAY BE INSTALLED
OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRTS WITH 8d, NAILS O 6" 0. C., OR 1 1/2"
LONG X 16 GA. STEEL STAPLES O 6" 0. C. O PANEL EDGES & INTERMEDIATE FRAMING.
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF
THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF
WASHINGTON.
TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
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 FS
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.
SHEATHING REQUIRMENTS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
• EAVE AND RIDGE PURLIN SCREWS. #14 x1 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
x FIELD SCREWS- #10 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.
'X6'OR2'X8' X4 -
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
,- DIAPHRAGM SCREWS SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS SS $O
ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD,
EAVE & RIDGE PURLINS ON ROOF
NOTED ABOVEREWS) TYPICAL SCREW PATTERN, EXCEPT AS
STEEL SHEETING SCREW PATTERNS
OVERHEAD DOOR
OPENING
N.T.S
S3 2
8
S�
S5
TYPICAL ROSS BO1"TO.M CH" -"D BRACING
SLIDING DOOR
OPENING
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION N.T.S.
Si 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS
NOTES FOR TRUSS BOTTOM CHORD BRACING e.. ` N.T.S. NOTE: ' T''4
Sl GABLE END TRUSS 1. THE NEXT LARGER SI E P � -TAY B $Ub.ShT.QjtD FOR POSTS WITH
• 2" X 6" LAMINATIONS.
S� DOUBLE INTERIOR TRUSSES l�L 2• ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATI
a1' 1! 7 POSTS UP TO 18'-0" WALL HEIGHT. ABOVE 18' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR 2 POSTS
S3 2' X 4' X -BRACING @ 10'. 0' D.C. �% f'- 3. FOOTINGS FORIEN- ALL POSTS„S ALL IBE .A MINIMUM OF 2'0 X
3'-0" DEEP FOR ALL'-+NEIGHTS'�TO''18'-0"-�'A80VE 18' WALL HEIGH
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O -C. ?. FOOTiNcssryALL'BE 24"01 X 3' =4 - DEEP
OR, AS SPECIFIED BY TRUSS MANUFACTURER 4. ABOVE FOOTING-OESIGNS'ARE FOR'"POST'FRAME BUILDINGS WITH
p " CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT
SS TOENAIL BRACES TO TRUSSES WITH Id01CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
3 - 10d NAILS ssj DEPTH X 4".
EXPIRES 1 Q 29 09
POST/FOOTING
SCHEDULE 1r .24? SPANS, 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEEBRACEI
CONCRETE
SPACING
"H"
W X D
"B" DIA
'T'
REQUIRED
VOLUME, YD
X
0.35
- x -� - -
.35
3'-W'_-.
NO
10-0
14-0
6 XG W/2 X6"
TA
3-0
0.35
_
I&:&
Gii XU.
24
-3-0
_NO _
0.35
10-0"_
-_-18.0"
6"X8• W/2 X26"
24'-.-3-0
_ _NO
-NO--_-
0.35
10-0
20-0
6'X10"_`__
-24"
3•-0••
0.35
W-6;
Zr-6 -
6 X 10"
24
- 3 r
___NO-
- NO
0.37
10-0-
24-0
6 XIV' WI2"X8
7A"
3.8 -
NO
0.430.43
124"
8'-0"
6" X G'
26"
4'-0"
NO
0.41
-0
_
6 X6'
26 _
34
Na-
0.41
12-0"
.70
1r-0"
6"X6"W/r'X6"
26"
3-0'
NO_-
0.41
-
12-0'-
14-0
-. . -
6 X6"wiz, X6"
26'
-
3-0
NO_
0.41
12-0
16-0
6 X6'W/2"X 6''
26 _.
a-0
- NO
0.41
XS"W/2"X6"
2T3-0
NO
0.45
1r-0"
20'-0"
6'• X 10"
2T' _..3•.3•:.
- -.. NO---
0.48
1r-0"
2264
6 X 10" W/r, x 6
2T -
31E••.
- NO --
0.52
--
1r-0••
z4•-0"
-- _
6" x 1r'
zr•-
a�-ia'
_-YEs
0s7
POST/FOOTING
SCHEDULE 30' SPANS,
40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"K•
W X D
"Er' DIA
'T'
REQUIRED
VOLUME, YD
10'-0"
8'-0"
6" X W
2&'
74'
NO
0.41
__
10-0'
_
10-0
__
6X6"
3-0
_-_
NO__
1 0.41
_
26-_
10-0'
12'-0'
6'•X6"W/r'X6"
26" -
3.0'-
__
�� -�NO
0.41
10•-0"
14'-0"
6" X 6•' W/2" X 6"
ZT'
3'-0"
NO
0.44
----------
10•,0•,
16'-0•'
_..--4422_ __
6" X 8"
----
ZT• ....3:A"
'-`--NO
0.44
----
10'-0•'
-
---- ----_
8" W/r' X 6"
---
2T'
.---
3'-0"
-- -
NO
0.44
_
- 10.0'
k4l
6" X 10 --
2T
T -w
0.44
104' -
2r-0
- - - /Z
s x10"wir•x6
zr'
a -a
No
0.48
10.-0"
21V-0"
s^ x 1r•
2r:-
a• -s^
- ---No
0s2
124"
8%0"
6" X 6"
30"
T.W.
NO
0.55
-----
12-0"
----
10'-0"
--- -----.
6" X 6"
2422.._
30•'
- 3'-0''
� NO
0.55
---------
12-0"
1r-0•'
--_-_-----.-
6" X 6" W/r' X 6"
.. ---
30'•
-
3'-0"
-- --
NO
0.55
12-014-0
6 -X
NO_
0.55
12-0-
164
------------
6 XIY W!2 X6
30
34
NO
0.55
124
18-0
6 X10
30
NO
0.55
---
12-0"
20-0'
6"X 10'Y11l2"X6
_
30"
-3-0
�3•r'-
NO
0.58
2224_._
12-0"
----
22'-0"
_ 2244.-----_..
3•4"
NO
0.61
-------_---_
6•' X 1r'
----
30•
124"
24'-0'•
6" X 12" W(2" X 6
30"
3'-8"
-YES
0.64
POSTIFOOTING
SCHEDULE 36 SPANS,
40 PSF LIVE
LOAD
POST
I COLUMNFOOTING
KNEE BRACE
CONCRETE
SPACING
'•M•
W X D
"B" DIA.
'T'
REQUIRED
VOLUME, YD
10'-0'•
8'4•
6'• X 6'•10-0
3W'
T41
NO
0.51
10-0
6 kia_ �2222
w_
-3-0
---Ra-
NO
0.51
10-0
124;
X6 W/2 X6
30 -
3-0
NO `
0.51
10-0
14 -0
6 X6 �W/2 X26
30'__
3-0
NO
0.51
-16 -0
6" x a•
30'
_ 3•-0"
_
Rdi_
0.51
-18-0
e X8•W/r X6''
_
30'
_
NO_-_
0-51
10•-0"_
_
_-3-0 _
2222
0.51
_
10-0
_20.0"
22-0
6'X10 W/r'X6"
30"
3 r
^NO
0.58
_.
10-0
_
24-0
6 X 10 W!r X 6
30'
3.6
_
YES
0.64
12-0
-08
6 X6
3r'
-0 3
NO
0.62
_
124
_-010
3r'_
-6;
NO
0.62
6X8
1_2-0"
1 2-0"
0.62
_12
.4-0wX811_
4
-3-"_--3'-0_
0.62
12-0'
16.0
di; XS"W/2"X6"
34
NO
0.62
12-0'
18-0
6'X10"
32'
v4
NO
0.62
_
32
-.
3.0
_
NO
0.62
12-0•'
22'-0"
----
6" X 1r'
- ..
3r'
.
_ _
NO
0.67
12-0"
24'4"
6" X 12" Wlr' X 6"
_
32"- �-
----
� 3'-6"-
- NO --
0.72
POSTIFOOTING
SCHEDULE4& SPANS,
40 PSF LIVE
LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"M'
W X D
•'B'• DIA
'T'
REQUIRED
VOLUME, YD
10•-0•'
84
6"X6"
30"
T4'
NO
0.55
_
10-0
_
6 XG
30___
a-0
NO
0.55
_
10-0
_10-0
12-0
6'R iW/2 X6"
30 -_
Y-
_
NO
0.55
_
10-0
14-0
6 -i6' W/r X6"
-51f_
_
3-0
_
NO
0.55
10-0
16-0
6X8
30
3-0
_
YE§
0.55
-
---
16'-0"
6" X e' Wl2 X 6•'
30"
T-0'
- NO
0.55
-'--' ----
10•-0"
:_.__._.__
---- -..
18'-0"
4222._.
-------'-2422._.--------
6" X 8'• W/r• X 6"
32"
" 3'-0"
_
NO -
0.62
10'-0"
20'-0"
2224__-_____.._.
6" X 10'•
2222_..-...___..
32"
3•-0"
_.
NO.
0.62
_
10-0'
2r-0
-- - -.
6'X10"W/2"X6
__
32
3-0
__�_
NO
0.62
10-0'
24-0
6'X 12"
- 32'
33
__
YE§��
0.66
124
W-
6' X 6"
33'
T4'
NO
0.66
12-0"
_.... __.__-_-__...__._-__..
1U•-0'•
6'• X 6" W_/2" X 6"
_.___._.._.
33"
424_.-.
0.66
12-0
12-0
6 xa"
-5311_
_3'-0"_
_NO _
NO
0.66
124
14-0
6 XS"
33
_a-0
3-0
_
NO
0.66
12-0 -16-0
6 XB W/r X6'
33'
3-0
NO
0.66
,e-0
18-0
6 X10
33'
3-0
NO -
--',;- 0.66
12'-0"
" 20%0"
6" X 10" W/2" X 6"
33"
3'-0"
_
NO
0.60
222-0
s^x1r•
34
a r
-_-No--
0.74
12-0'•
24'-0"
24-44_-' W& -i'-
6" X 1r• W/2" X 6"
_-...
34"
3'-6"
- NO
0.82
POST/FOOTING
SCHEDULE 48• TO 52' SPANS,
40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
H
W X D
•'B" DIA
'T'
REQUIRED
VOLUME, YD
104"
8-0
6 X6'
34•'
3'-0•'
NO
0.70
10'-0"
- -
6" X 6"
34"_
_ __
3'-0"
-N-
O
0.70
124
6"X6•'W/2"X6"
34
-i4;�
_
�NO
0.70
10-0'
14-0
6'X8"
34
3-0
NO
0.70
10-0"
16-0
- -
6'X8' W!r X6"
94
3-0
NO-
0.70
104
184
6'X8' W/2 X6'
__
34'
3-0
NO
0.70
10-0'
20-0
6'X10
34'
3-0
YES
0.70
zz•-0••
s•• x 10" wrr' x s"
-10
34-
a-0^
- -•-0"
No
N'•
0.70
10•-0"
21V-0",6"
z ii
aa"
-_ _.
a' -r'
--__-_
No
0.74
124"
F -W'
6" X 6"
- 38'
3'4"
NO
0.86
12-0
10-0
4 4 ;Ri;_
6 X6'•W/2"X6"
-,
38
3-0
NO
0.88
_._
1z-0"
_
12•:0^
-- -- - - -
s" x s" wrr' x s"
as" --
-
3•-0"
-No
0.88
-----_...-_._._
12-0"
..-----_
14•-0"
_.--_-
------wheR--'
6" X 8" W/2" X 6"
----'--..__-4424-.
- -iii;_-
38"
_.-----
3'-0"
-----'-_..
NO
0.88
12-0"
16'-0•'
6" X 8" W/r• X 6"
-.--..-`
38"
-----
3'-0•'
-------
0.88
6" X 10" W/2" X 6"
38"
3'-0•'
YES
0.88
12-0'
20-0
_.10 _. 6'• _
6'X Wlr X
38"
3-0-
'
NO�
0.88
4442
12-0' :
2Z -W'
.
6" X 1r
----
38"
3 -0'
NO -_
0.88
12-0'•
2'V-0•'
6" X 1T'� W/T: X 6;:
38;•--
-3•-3::
--- NO
0.95
POSTWOOTING
SCHEDULE 54' TO 60' SPANS,
40
PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"M'
W X D
"B" DIA
'T'
REQUIRED
VOLUME, YD
10'41
8w,
6•• X 6'•
38"
T.0"
NO
0.88
10-0
10-0
e R e W/2 X6
ig;'-
ii4v
0.88
10-0
1r-0
6 X6 wir X6
38
-3-0
NO
0.88
104'
144
6 98
38
3-0
NO-
0.88
10'-0"
16'-0"
- - -
&'R 8" W/r' X 6"-
38"
-
3
0.88
104
1814,
--
v, X 101,
_
38
_'-0"
3-0
_NO
NO
0.88
10-0
-k-d;_
6 X'10
98
84
YE5 -
0.88
...._
10'4"
22'-0"
--
6"X10"W/2"X6"
38"
3'-0'•
NO
0.88
- -
10'-0'•
---
24'-0"
-..-- -- -
6•' X 1r-'-
------
38"
- -
3'-r'
---
YES
0.93
124"
&4'
6" X W
40"
3'-0"
NO
0.97
12-0
iO4
6X6 W/2 X6-
40
34
NO
0.97
12-0
tr-0
6X8 '-I
40 -F
3-
NO -
0.97
12-0
i4-0
6 X S W/2 X 6 -
r 40 e13-0
_NO
0.97
12-0"
124'-
i6'-0'•
181.1-T,`6iX10
6,•X10 -. ;,
, ,-
--
49' ,
,3'-0'•
NO°_-.-
-YES_
0.97
0.97
40'x'3-0
124
6 X10 W!r X6'
40
3-0
NO
0.97
12-0
-20-0
22-0
6 X 12
42
-
3-0
YES
YES
1.07
12-0"
24'-0"
6" X 1r'Wlr' X 6•'
42"
3-Z'
_
NO
1.13
,TI, r , vuliWMQBEKE ENGINEERING
E. 61st Court
ane, WA- 99223
Tetephone, 509-443-6186 Fax, 509-448-6582 a -mall dwambeke@msn.com
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
POST FRAME BUILDINGS
40 PSF LIVE LOAD IBC 2006
REMBRANT CONSTRUCTION
5329 :,NORTH STEVENS
SPOKANE WASHINGTON 99205
BY DATE DRAWING NO.- REV,
"'DRriwN' WAMBEKE 3-20-08 REMBRANT.18C04.2006-40
`CHECKED -
BY DATE DESCRIPTI❑N` ❑F CHANGE PROJECT NO. 2008 SCALE, N.T.S. SHEET, 1 OF 1
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
81,-6&ilat4r:
REvpavEr :;OMPLIANCE
SPoKANIE vk,i • F.,,f f3ci sioN
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PRO E DIAGR
ENGIN. RING L S AND
OUTS FOR
ROOF T
FLOOR S
TEM PRIOR TO F MING
SSES, EAMS AND
INSPECT!
CI C PY
TO FIELD INSPEC
REV'
ORRECTIONS
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L.DI, G DIMS