2006, 05-25 Permit App: 06001932 Pole Bldg Project Number: 06001932 Inv: 1 Application Date: 5/25/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 30 x 48 POLE BUILDING Contact: CONRAD,BRYAN P
Address: 10115 E 9TH AVE
C-S-Z: SPOKANE VALLEY,WA 99206
Setbacks:Front Left: Right: Rear: Phone: (509)710-2676
Group Name:
Site In formation
Project Name:
Plat Key: Name: UNIVERSITY PLACE District: Sout
Parcel Number: 45204.0554 Block: Lot:
SiteAddress: 10115 E 9TH AVE Owner:Name: CONRAD,BRYAN P
Address: 10115 E 9TH AVE
Location::CSV SPOKANE VALLEY,WA 99206
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: 18,750 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information: , ter,.
Review
Building Plan Review Released By:
Originally Released: 5/25/2006 By: TMELBOU
Driveway/Approach Released By:
Originally Released: 5/25/2006 By: amblake
Landuse/Zoning/HE Conditions Released By:
Originally Released: 5/23/2006 By: Mharnois
Sewer Review Released By:
Originally Released: 5/25/2006 By: amblake
Permits: TAB:MAW � . . _. F _u � r .. ,
Operator: AMB Printed By: AMB Print Date: 5/25/2006
Project Number: 06001932 Inv: 1 Application Date: 5/22/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 30 x 48 POLE BUILDING Contact: CONRAD,BRYAN P
Address: 10115 E 9TH AVE
C-S-Z: SPOKANE VALLEY,WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509)710-2676
Group Name:
Site Information: Project Name:
Plat Key: Name: UNIVERSITY PLACE District: Sout
Parcel Number: 45204.0554 Block: Lot:
SiteAddress: 10115 E 9TH AVE Owner:Name: CONRAD,BRYAN P
Address: 10115 E 9TH AVE
Location::CSV SPOKANE VALLEY,WA 99206
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: 18,750 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review
Building Plan Review leased By: �i 2. '� d C
Driveway/Approach Released,By: +]
Landuse/Zoning/HE Conditions Released By: .LI40, J J_
E'CE1V Sewer Review I Released''By:
MA� "
2200
- - SPOKAtv��V
CoMr rpTyDEV+igLCJr 7%,,
Permits: q ..
Building Permit
Contractor: OWNER Firm: OWNER
Phone: (000)000-0000
Operator: AMB Printed By: AMB Print Date: 5/22/2006
Project Number: 06001932 Inv: 1 Application Date: 5/25/2006 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Building Permit
Contractor: OWNER 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 OWNER 0 $17,500.00 0 $17,500.00
Totals: 0 $17,500.00 0 $17,500.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $293.25
ACCESSORY PLANS REVIEW 1 SELECT $73.31
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $371.06
Notes: ,.. -- .. µ-:AAA, ^o � w .F
Payment Summary -,,,,,vmamage wommim,,: ,. gat MONVIAl
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $371.06 $371.06 $0.00 $371.06
$371.06 $371.06 $0.00 $371.06
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: 5/25/2006
r cuiui VcnLcr
Sf6° ane 11707E Sprague Ave S 'te 106 PERMIT NUMBER 1 32.
40000 Spokane09)688-0036 Valley,FAX:WA � )66 -Ot337' lFi `°� l\ f D, PERMIT alley (5 (:a PERMIT FEE:
Community Development vww.spokanevailey.0 . m _J
Residential C - -
Construction D ilkws lion Accessory Bldg
Permit Application -i
o A �I 1 o IR -odel o Deck
o Other:
SITE ADDRESS /D I/S E. /lit 5pc) 61,6-L VA 11.47 t 4- yq e.„0 6 Lg
ASSESSORS PARCEL NO:L/5 / LEGAL DESCRIPTION: -,./ _ t ,.r : j ' 1, ! ---y 4}
Building owner
Name: 8 ry&i„ COktn..d Name: d GJ I- cV
Address:/0 t 1,5 . �'< Address:
City: 4 In e,VA. (ii) Zip: f j 2°6 City: Zip:
Phone:S 7 4 7/6 4 ?�, Fax Phone: Fax:
'Millet
_ Lic No: Exp.Date:
tactPiii on:: - . . . . _tr::Et f; .=; ;;.
City Business Lic No:
Name: if V &i t �c,ttn,J.,0
Phone: 6 i 7!d -24 76
Describe the scope of work in detail: . Cost of Project: $ r?-/ 5-0 _ b c)
Cot.4sfr-uJ-td€ 0f4 30 x 'IR- - ,c/ p 4e bo( 1J (v.‹
**************The following MUST be complete: (write N/A if not applicable)**********************
HEIGHT TO PEAK: ; ( DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE:
/7 30 x.Y,FI-rx1y
MAIN FLOOR TO SQ. 2rvu FLOOR SQ. FTG: UNFIN BASEMEN SQ. FTG: IMPERVIOUS SURFACE
FTG: `,VO AREA:
FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON
SQ. FTG: NY0 ERTY:
#OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEW R SEPTIC?
Tole
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 proces
Signature Date /( r C
Method of Payment: (Faxed permit applications will only be accepted with major bankca
rrO
0 Cash 0 Check 0 Mastercard 0 VISA 0 Other
Bankcard#: Expires: - VIN#:
Authorized Signature:
REVISED 8252005
a kerne
.0000Valley
11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhallC?spokanevalley.org
Residential Plan Submittal Minimums
❑ Completed Building & Mechanical application with: Accurate address, Parcel
Number and/or Legal Description, description of work, owner and contractor
information, signature, and date.
❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans
With details, roof plan, framing plans & 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.
❑ All braced wall panel types: show locations and details of installation, including
engineered design.
❑ Egress windows: Provide at least one window or exterior door approved for
Emergency escape or rescue from a basement and in every room for sleeping.
❑ Smoke detector locations
❑ 22" X 30" attic access location
O 18" X 24" crawl space access:
❑ One-hour separation detail: between house and garage
❑ Floor framing details: Joist type, size, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
. 0 All header locations: type, size, and connections
•
❑ Foundation plan
❑ Insulation information
l I i i
125' r �►
10'
I i
suil 85'
Proposed
New Garage
30' x 48'
10'
.r f
1 17' 1
4
24'
Existing
Shed House footprint 35' x 39'
12' x 30'
4 32' Existing Residence
I
10115 E.9th Ave. , 18 I—
92'
1 68'
45'
34'
----------•--------'-- -------9'Avenue------------------ ��-
NOTES FOR FLOOR PLAN
�1 INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
�2 GABLE WALL POSTS - 6' X 6' TYPICAL
DOOR POSTS - 4' X 6' TYPICAL
FOOTING DIMENSIONS, B + V 8.3 D = 3' 0'
MAXIMUM POST SPACING 12' 0'
(3 PURLINS @ 24' O,C., BEARING OR
JOIST HANGERS (TYPICAL)
SPANS 12' TO 60'
n �
SEEPLAN VIEW
ETAI
I )L
N,T.$
12
4
-
a
COLUMN
DOUBLE TRUSSESI
-Ij
11
_
z
z
NOTES FOR SECTION A -A
z
WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF
O TYPICAL PURLIN, SEE FLOOR
SI
CHAPTER 23 OF THE IBC. ALL NAILS INTO TREATED LUMBER SHALL BE HOT DIP
aJ
PLAN FOR SIZE
B'-0"
..
_j¢
aa
?o
n5
I
0 2' X 6' @ 24' D.C., 10' BAYS
0_ C3
D J
d
=
p =
DF -L #2 GIRTS FLAT @ 24 O.C,
ww
w
CONCRETE FOOTING, SEE SCHEDULE
1'-16"
zo w o
1
W > o
W
-1
is
,-.
60_J
X
o
x J
X
NO
12-0"
12-0-
12-0"
12-0"-
----
12-0"
_ 12-0°
10'-0"
'"
cu L�
lL
ill
u o
WALLS FASTENED TO
NO
h
d o
a
y o
N N
D
=, WOODFAST TEKS.
o
N
v
J
DOUBLE TRUSSES
POST/FOOTING SCHEDULE 30' SPANS, 50 PSF LIVE LOAD
r
Q
10,-0"
10'-0"
10'-0"
- ----
10'-0"
101,0"
-1.
J
z u0
U
Na A
2'-Z"
3'-0"
z D_
zr
fill%fill
6" X 6"
6"X 6" W12" X 6°
2'-2"
2'-2"
T-2"
IL ~
a i
a
NO
NO
6" % 8"'
611 S" W2" X 6" -
-
?'-2"
2'-2"
3'-0"
3'40"
- -
NO
NO ---
`
U o
X
Zo[] 0
00 C3
NOF
I
00
C3 j
` C,
x .
N (U
X
Q.
21-3"
3'-0"
W -V
N N
N ON"
cu
G" X On W12" X 6"
6" x_So - - - -
2'-0"
2'-9"
z (v
w al
w a
16'- 0"
18%0"
20'-0"
6" X 8" W/2" X 6"2'-3"
S" X 10" - -
6" X 1a"
-2'-3"
V-0"
-3'-0"
SINGLE TRUSS
SEEPLAN VIEW
ETAI
I )L
N,T.$
12
4
EE
TAI
BUILDING SECTION A -A
N.T.S.
A). PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD S1
FACES W/ STANDARD
SIMPSON J❑IST HANGERS
OR EQUAL,
PURLIN
B). PURLINS MAY BE
BUTTED AND NAILEDMfTyoD NNEC7.1r
W/(2) 16d NAILS
INTO EACH PURLIN, S7
C). PURLINS MAY BE
LAPPED ANDNAILED
W/(3) 16dNAILS,
ON CONNECTION METHODS 10
'B' AND 'C', TOENAIL
BACK SIDE OF PURLIN S8 PURLIN
W/(1)16d NAIL INT❑ Meryon 1vBeCrIQM
EACH TOP CHORD MEMBER 12•
MIN,
PUMcrN. CnA�,_
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 J❑IST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REQ'D
S2 2' X 10' HEADER
S3 2- X 6' GIRTS @ 24' D.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
s2
a
S4
IF -
DETAIL 1 -
CONNECTION,
TRUSS
PURLIN
COLUMN
SUPPORT
NOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE T❑ OBTAIN
FULL BEARING
63 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
TREATED POST
TYPICAL -TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S,
S1 GABLE END TRUSS
SD DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C,
S4 2' X 4- BOTTOM CHORD BRACING @ 10'-0' O.C.
OR AS REQ'D BY THE TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
4 - 16d GALV, NAILS
EACH GIRT
2'X6'OR2'X8'
GIRT (FLAT)
TYPICAL GIRT CONNECTION
GABLE END TRUSS
8 - 16d NAILS
2' X 6' X 18'
BOLTING BLOCK
- 16d NAIL
CORNER POST
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
(g 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.
5WOOD 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, "
SB 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.
SINGLE SLIDING DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
- 16d NAILS
2' X 6' X 18'
BOLTING BLOCK
DETAIL 3
TYP. GABLE END
TRUSS C❑NNECTI❑N
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.
S5 DOUBLE 2- X 6- KINGPOST
FES FOR DETAIL 2- KIIEEBRAUE
TRUSS TOP CHORD, DESIGN BY OTHERS
TRUSS BOTTOM CHORD, DESIGN BY OTHERS
2- X 6- DF -L #2 EACH SIDE
WOOD POST, SEE P❑ST/FOOTING SCHEDULE
4 - 16d GALV, NAILS, EACH SIDE
KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE.
BRACE NOT REQUIRED AT GABLE END TRUSSES,
ALTERNATE KNEE BRACE/POST AND TRUSS/POST
CONNECTION = USE 3/4'0 THRU BOLTS,
EACH LOCATION,
TYPICAL SIDE ELEVATION
TES FOR SIDE ELEVATION
)2' X 8- HEADER
)2' X 10' HEADER FOR 10' & 12'
SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER
SLIDING DOORS
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 V X 4' OR 2' X 4' WEB MEMBER BRACING.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' D.C. Od NAILS @ 6' D.C.
' X 6' OR 2' X 8' X 4'
L -BRACE L -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,
IG THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR 50 PSF LIVE (SNOW) LOAD, 85
MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 50 PSF ROOF DEAD LOAD = 5 PSFK
CEILING LL = 0 PSF CEILING DL = 1 PSF
x 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 &
Y Y L T R I C
SHEATHING RF l .TS
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 OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED.
■ ENDWALL STEEL. 29 GAUGE GRAN' -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. #10 x 1 1/2' @ 9' O.C. (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB.
CLA E GRAVE SOILS OF BET ER PE B TABLE 1804,2, LESSER SOIL CONDITIONS WILL
REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
DIAPHRAGM SCREWS
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR^I
COLUMN
f
^1
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2
J
NOTES FOR SECTION A -A
DIAPH AGM SCREWS @ppENDWALL BASE GIRT ACROSS
WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF
O TYPICAL PURLIN, SEE FLOOR
SI
CHAPTER 23 OF THE IBC. ALL NAILS INTO TREATED LUMBER SHALL BE HOT DIP
U
PLAN FOR SIZE
B'-0"
LL
82 TRUSS DESIGN BY OTHERS
C-23, C-24 & C-28, POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL
Z
0 2' X 6' @ 24' D.C., 10' BAYS
DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
A
2- X 6' @ 24' ❑.C., 12' BAYS
=
p =
DF -L #2 GIRTS FLAT @ 24 O.C,
STEEL SHEETING SCREW PATTERNS
0 ti
CONCRETE FOOTING, SEE SCHEDULE
1'-16"
S4
3'-0"
3'-0"
NO
0.29__
-..-.4.2 5
0.29
SS EXTEND POST TO TOP OF PURLIN
6' % B" W12" -X6-
W
ROOF FASTENED TO PURLINS WITH
NO
12-0"
12-0-
12-0"
12-0"-
----
12-0"
_ 12-0°
10'-0"
1 1/2' LONG WOODFAST TEKS.
6" x 6"
6" X 6" -
6" X 6"
6"X 6" WZ' X 8"
-- --------
2'-0"
2'-0"
-Ou
-2'-0"
WALLS FASTENED TO
NO
0.35
0.35_
_ 0.35_
_0.35
_0.35_
_4.35
0.35
'•;: GIRTS WITH 1' LONG
NO
fill % 8"
/2
6" X 8°W" X S"
6' X 10' - -
=, WOODFAST TEKS.
EE
TAI
BUILDING SECTION A -A
N.T.S.
A). PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD S1
FACES W/ STANDARD
SIMPSON J❑IST HANGERS
OR EQUAL,
PURLIN
B). PURLINS MAY BE
BUTTED AND NAILEDMfTyoD NNEC7.1r
W/(2) 16d NAILS
INTO EACH PURLIN, S7
C). PURLINS MAY BE
LAPPED ANDNAILED
W/(3) 16dNAILS,
ON CONNECTION METHODS 10
'B' AND 'C', TOENAIL
BACK SIDE OF PURLIN S8 PURLIN
W/(1)16d NAIL INT❑ Meryon 1vBeCrIQM
EACH TOP CHORD MEMBER 12•
MIN,
PUMcrN. CnA�,_
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 J❑IST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REQ'D
S2 2' X 10' HEADER
S3 2- X 6' GIRTS @ 24' D.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
s2
a
S4
IF -
DETAIL 1 -
CONNECTION,
TRUSS
PURLIN
COLUMN
SUPPORT
NOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE T❑ OBTAIN
FULL BEARING
63 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
TREATED POST
TYPICAL -TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S,
S1 GABLE END TRUSS
SD DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C,
S4 2' X 4- BOTTOM CHORD BRACING @ 10'-0' O.C.
OR AS REQ'D BY THE TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
4 - 16d GALV, NAILS
EACH GIRT
2'X6'OR2'X8'
GIRT (FLAT)
TYPICAL GIRT CONNECTION
GABLE END TRUSS
8 - 16d NAILS
2' X 6' X 18'
BOLTING BLOCK
- 16d NAIL
CORNER POST
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
(g 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.
5WOOD 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, "
SB 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.
SINGLE SLIDING DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
- 16d NAILS
2' X 6' X 18'
BOLTING BLOCK
DETAIL 3
TYP. GABLE END
TRUSS C❑NNECTI❑N
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.
S5 DOUBLE 2- X 6- KINGPOST
FES FOR DETAIL 2- KIIEEBRAUE
TRUSS TOP CHORD, DESIGN BY OTHERS
TRUSS BOTTOM CHORD, DESIGN BY OTHERS
2- X 6- DF -L #2 EACH SIDE
WOOD POST, SEE P❑ST/FOOTING SCHEDULE
4 - 16d GALV, NAILS, EACH SIDE
KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE.
BRACE NOT REQUIRED AT GABLE END TRUSSES,
ALTERNATE KNEE BRACE/POST AND TRUSS/POST
CONNECTION = USE 3/4'0 THRU BOLTS,
EACH LOCATION,
TYPICAL SIDE ELEVATION
TES FOR SIDE ELEVATION
)2' X 8- HEADER
)2' X 10' HEADER FOR 10' & 12'
SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER
SLIDING DOORS
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 V X 4' OR 2' X 4' WEB MEMBER BRACING.
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' D.C. Od NAILS @ 6' D.C.
' X 6' OR 2' X 8' X 4'
L -BRACE L -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,
IG THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR 50 PSF LIVE (SNOW) LOAD, 85
MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 50 PSF ROOF DEAD LOAD = 5 PSFK
CEILING LL = 0 PSF CEILING DL = 1 PSF
x 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 &
Y Y L T R I C
SHEATHING RF l .TS
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 OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED.
■ ENDWALL STEEL. 29 GAUGE GRAN' -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. #10 x 1 1/2' @ 9' O.C. (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJOR RIB.
CLA E GRAVE SOILS OF BET ER PE B TABLE 1804,2, LESSER SOIL CONDITIONS WILL
REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
DIAPHRAGM SCREWS
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR^I
COLUMN
FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92,
^1
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2
SPACING
OR BETTER BY WWPA GRADING RULES, MAXIMUM MOISTURE CONTENT SHALL BE 19% BY
DIAPH AGM SCREWS @ppENDWALL BASE GIRT ACROSS
WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF
EAVE�6LRIDGE PUER I S ori ROOF END TRUSS TOP CHORD,
CHAPTER 23 OF THE IBC. ALL NAILS INTO TREATED LUMBER SHALL BE HOT DIP
VOLUME, YD3
GALVANIZED ZINC COATED NAILS, SILICONE BRONZE, COPPER ❑R STAINLESS STEEL. CCA
B'-0"
TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22,
1'-10"
C-23, C-24 & C-28, POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL
NO
POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY
DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
WWPA GRADING RULES, HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL, ALL BOLTS
6" x 6°
6" X 6u
SHALL CONFORM TO ASTM A307, METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED
3'-0"
- V-0"
-3'-0"
OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80,0 4(51,
STEEL SHEETING SCREW PATTERNS
ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2' LONG
N.T.S
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 95X 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 IN WHICH THE BUILDING WILL BE CONITRUCTED,
TRUSS LOADINGt TOP CHORD LIVE LOAD = 50PSF
TOP CHORD DEAD LOAD = 5 PSF1�1/-- 2 - 16d NAILS
BOTTOM CHORD DEAD LOAD = 1 PSF
6', 8' OR
10' POST
WA nuffm2amamm
NOTE: 2" X B" LAMINATE MUST BE A TREATED MEMBER
AND MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
EVA BY JDATE1 DESCRIPTI❑N OF CHANGE
POSTIFOOTING SCHEDULE 12' -24' SPANS, 50 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
"T"
REQUIRED
VOLUME, YD3
10'-0"
B'-0"
6" X 6"
1'-10"
3'-0"
NO
10'-0"
10'-0-
-10'-0"
10'-0"
10'-0"
12'4"
14'-0"
16'-0"
18_, -0"
20'-0'
6" x 6°
6" X 6u
V-1 On
V-10"
3'-0"
- V-0"
-3'-0"
NO
_029
029
0.29
0.29_
NO
NO_
V_ X S' W/2" X 6"
6" % 6' W12" x 6"
- -
611_X_8 "
1'-16"
1'-10"
1'-10"
3'-0"
3'-0"
NO
0.29__
-..-.4.2 5
0.29
NO
6' % B" W12" -X6-
1'-0 0"
-3TO611
NO
12-0"
12-0-
12-0"
12-0"-
----
12-0"
_ 12-0°
10'-0"
8'-0"
10'-0"
12'-0"
14'-0"
------
16'-0"
18'-0" _
1 20'-0"
6" x 6"
6" X 6" -
6" X 6"
6"X 6" WZ' X 8"
-- --------
2'-0"
2'-0"
-Ou
-2'-0"
W-0"
-3'-0"
V-0"
-3'-0"
NO
0.35
0.35_
_ 0.35_
_0.35
_0.35_
_4.35
0.35
NO
NO
NO
fill % 8"
/2
6" X 8°W" X S"
6' X 10' - -
_
2'-0"
-21-0"
3'2'-0" 3'-0"
-0"
3'-0"
NO
NO
-- YES
POST/FOOTING SCHEDULE 30' SPANS, 50 PSF LIVE LOAD
10,-0"
10'-0"
10'-0"
- ----
10'-0"
101,0"
-1.
B'-0"
10'4"
12'-0"
14'-0"
-- ----
16'-0"
181,0"
_ -
_20'_V__
20'-0"
6" x is..
2'-Z"
3'-0"
NO
fill%fill
6" X 6"
6"X 6" W12" X 6°
2'-2"
2'-2"
T-2"
3'-0"
T-0"
3'40"
NO
_0.41
0.41_
_0.41
0.41
4.. 41_
- 0.41
NO
NO
6" % 8"'
611 S" W2" X 6" -
-
?'-2"
2'-2"
3'-0"
3'40"
- -
NO
NO ---
-
1D'-0"
_--. -__
6" % 10"
2'-0"
_ _
3'-0"
NOF
0.41
12'-0"
124"
12-0u
12_-0" -
12-0"
12-0"
12-0"
8'-0"
10'-0"
12'-0"
14'-0°
6" X 6"
6" X 6u
21-3"
3'-0"
W -V
NO
NO
0.44
0.44
2'-0"
G" X On W12" X 6"
6" x_So - - - -
2'-0"
2'-9"
3'-0"
-3'-0"-NO
NO
_0.44_
0.44
0.44_
0.44
16'- 0"
18%0"
20'-0"
6" X 8" W/2" X 6"2'-3"
S" X 10" - -
6" X 1a"
-2'-3"
V-0"
-3'-0"
-NQ
NO
2'-0"
3'4"
NO
0.44
POST/FOOTING SCHEDULE 36' SPANS, 50 PSF LIVE LOAD
10'-0"
-10',0"
10'-0"
-101-0"
10'-0"
10'-0"
8'-0"
-10,,0"
12'-0"
16',0"
18'-0'
20'-0"
6" X 6"
6" X 6"
6" X 6" W12"XB-
6" %fill W12" X 6"
6" X S" - -
6" X S" W12" X 6"
6" x 1a"
2'-0"
2,011
2'-0"
2'-0"
2'-0"
2'-0"
3'-0"
3'-0"
W -C"
TV
3'4"
_3'-0"
3'-0"
NO
0.44
-0.44
4.44_
4.44_
-4.44
0.44
NO
NO
NO
NO
NO
2'-0"
NO
0.44
12-0"
81-0"
6" X 6"
2'3"
W -On
NO
0.55
-12-0°
-0
12"
12-0"
10' 0"
12'-0"
5" X 6"
6" X 6" W/2" x 6"-
2'
2'-0
3',4"
3'-0"
NO
NO
0.55
0.55--
12-0"
12-0"
16'-0"
18'4"
6" X Bu W/2" X 6"
6" X 10" - -
2'3"
-2'•3"
W-6-
- 4'•2"
NO
- NO
0.55
_0.55
POSTIFOOTING SCHEDULE 40' SPANS, 64 PSF LIVE LOAD
_10'-0"
_8'4"
6" % 6"
21-4"
3'-0"
NO
0.47
10'-0"
-10'0" -
14'-0"
10'-0"
------
1 O'-0"
10'-0"
10'-0"
12'-0"
14' -0"
16'-0"
fill X fill
6" X 6"_ " W12x 6"
-
2'-4"
2'-6"
3'-0"
-3'-0"
W-0"_
W-0"
NO
0.4T
_0.47
0.47
_0.47
0.47
0.47
NO
6" x 6" W/2" % 6
6" X 8"
2W
2'4"
NO
NO
-----
1B'-0"
20'-0"
--
8" X 8" W/2" X fill
6" X 10"
2'�4"
2'-4p"
:1
3'4"
-NO
NO
12-0'
I --1---
2 -0"
_2"
12-0"
12-0-
12-0"
12-0"
8'-0"
0'-0--
-0
12'"
14'-0"
16'-0"
18'-0"
20'-0"
6" X 6"
2'V"
31,0"
NO
0.66_
0.66
0.68-
0.66
0.66_
6" x fill
6"X 6" WPL" X S"
6" X 8" -
6"% 8" W12" X B"
_ 2'm9"
2'-9"
--2'-0"
-0" _3'
3'-0"
T.01.
-3'-0"
NO
_
NO - --
NO
NO
6" X 10"
_2_-0"
2' S"
3'-0"
NO
NO
_0.66_
0.66
fill X 10"W/2" X 6"
2' 9"
3'-0"
POSTIFOOTING
SCHEDULE 4B' TO 52' SPANS, 50 PSF LIVE LOAD
10'-0"
-W-O
1-0"
_10 on
IW -0"
10'-0"
10'-0"
8'-0"
-10,,4"
6" K 6"
6" X 6"
6"D' X fill W /2" X 6"
21-8"
2'-S"
3'-0"
-10"
NO
0.70_
_00_.70_
.70
NO
2'-8"
-0
3'"
NO
NO
�A 4T
1$'-0"
181-0"
20'-0"
6,u X 8,
6"X 8" W/2" X 6"
21$T,
24"
37,x.,
3'-2"
0.70
--0.70--
0.70
0.70
- NO
6" X 10' ----
6" X 10"
2--6"
2'-8"
3',5-'
4'-0"
YES
YES
12"
--0
12-0"
12-0"
-
B'"
-012-0" 10%W.
12'0"
14%V
---
16'-0"
18'-0"
20'-0"-
6" x fill
On X fill
6" X 6" W/2" X 6"
6" K S" ---
-
2'-0a"
2'-00"
2'-1 on
2'-16"
31-011
-31"
40
W -C"
NO
O.SB
--0.88_
0.88
0.83
NO
NO -
3'-0"
NO
1? -0"
- 12-0" -
-12'-0"
6" x 8" W/2" % 6"
6" X 10" -
On X 10" W/2" X 6"
-
2'-1 a"
- 2'-0"
2'-S"
3'-0"
- 3'-0"
-4'.4"
NO
0.88
_0.88_
O.SS
YEB
YES
POST/FOOTING SCHEDULE 54' TO 60' SPANS, 50 PSF LIVE LOAD
_ 10'4u
10"0"
10'-0u
10'-0"
-10'-0"
10'-0u
8'-0"
-0
10'"
12'0"
14'0"
-16'-0"
18' -0"
20'-0"
6" X fill
6" X 6" --
6" X 6u WP2" X V
6" X 8"
fill X a" W12" X 6"
3'-2"
3'-2"
3'-2"
-0
3'"
3'-0"
3'-0"
3'-0"
NO
NO --
NO
.86
0_
0.88
- 0.88
0._88
NO
_3'-2"
3'-2"
NO
_ 0.86
0.8B
- 0.88
6" %0" 1
6' X 10"
3'-2"
V-2"
_3'-0"
3' -0 "
V-0"
NO
YES --
12-0"
--- __
_ 12-0"
12-0"
8'-0"
_ -- -
14'-0"
12'-0"
6" X 6°
VX -
6" x 6" W/2" % 6"
6"X 6' W12" X 6"
V-4"
-- - -
3'-4"
3'-4"
3'40"
NO
-
NQ
-- .. NO
0.97
.
4.97
0.97
---__
3'-0"
-O"
-12-0"
12-0"
14'-0"
16'-0"
18'-0"
20'-0"
6"x 8" W/2 X 6"
6"X 8" VV12" X On
6" % 10"
V-4"
3'4"
5 0"
3'-0"
-NO
0.97
_0.97
0.97_
NO
6" % 10" W/2" X 6"
_3'�-4"
3'-4"
_3'-0"
3'-0"
_YES
YES
0.97
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 18'-0" WALL HEIGHT. ABOVE 18' 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"0 X
DEEP, FOR WALL, HEIGHTS TO 18'-0". ABOVE 18' WALL HEIGHT,
FOpl1N(#s' SHALL BE �4"9 X V-4" DEEP.
4. ABOA/E FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT
CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4".
`4974
9�
1c7 iVlitllll;l3 Ui . OF \OP
"i :.) 3l•S is �✓/E 1 �,t
I7:'s;rI?i 1,,1k0iT`?9` 1111 C.ln�.i
WAMBEKE ENG
EXPIRES
EERE. 61st
STRUCTURAL DESIGN FOR POST FRAME BUILDINGS
12' TO 60' SPANS, 50 PSF LIVE LOAD, 2003 IBC
PACIFIC METAL BUILDINGS, INC.
101 NORTH STONE
SPOKANE, WASHINGTON 99202
BY DATE DRAWING NO.,
DRAWN AMBEKE 12-24-05 PMBLIBC50
CHECKED
PROVIDE DIAGRAMS AND
:INEERING LAYOUTS FOR
TRUSSES, BEAMS AND
'EMS PRIOR TO FRAMING
• ?It 'NJS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
k
REVIEWED FOR CO zE COMPLIANCE
SPOKANE VALIFY, °II..DIP DIVISION