2012, 10-09 Permit App: BLD-2012-1784 Pole Bldg Permit Center
SSTs�,r 11703 E Sprue–le Ave, Suite B-3 1 PERMIT NUMBER:
ja�Dka�1e Spokane Va.„ WA 99206
j Palley PERMTT FEE:
(509)688-0036 FAX:(509)688-0037 „�,.L�,m��......,.._..�..�.__ _,.,....r.._.....,__.�...n..�...d..,.,.:._.j.„
www.spokanevalley.org Project j e u t `V Wel--(Z-,/7p L1
Community Development /.
Residential Construction 1/ New Construction Actessar1dg
Permit Application I I Addition/Rei odel 1 `, H2
Other:
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SITE ADDRESS: �&�Q Ua�t eekr- -_-
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ASSESSORS PARCEL NO: ' S 3%o C�83( LEGAL DESCRIPTIOISri --- ""� '"`°
Building Owner: Contractor: ei u It cio C.
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tc_,LcA df.s 11-n c,
Name:L� y / Name:
Address:/ 7,2.e).5.---- 6, l/erC.�/Qy, Address: (420,-a e 6- _ Spe��,4,�
City: 5p / State�4 Zip:g 47 City: q)J_ veL I IState: wZip-��/
Phone:1Z-7 r e' Fax: Phone: el a a., `f 3 3 y / Fax: Sia 4 _ ii &
Contractor Lic No: Exp Date:
L'�tcLLt1 i <<�3 nti S 6 '30 - acz13
Contact Person City Business Lic.No:
00a. -7 „iv ) al
Name: )nii\ 4�.��50,-\ ei r !0 cis:e i.�C ct�c(ui 4
1'v
Phone: y3S - 3aIS 435 -35?7
Describe the scope of work in detail: Cost of Project: $ A
Com-5 ' .z,r • -et 2.z 5 j7a/ ,/1(4/04(f
�'ronosed Use: 5 of-p��L-•:e�cc.( / eel ,S Gev prZ ap-Q,C;
**************The following MUST be complete: (write N/A if not applicable)*********************
HEIGHT TO, PIEA�:��i DIMEN � � #OF STORIES: TOTAL___
OTAL' HABITABLE SPACE,
MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE
FTG: .,c AREA:
FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON
SQ. FTG: - PROPERTY:
#OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC?
Face FL- ld/G .�. — —
The permitee verifies, acknowledges and agrees by their sl ature that: 1) If this permit is for construction of or on a dwelling,the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal,state or
local laws, codes or ordinances.6) Plans or additional information may be required to be submitted, and subsequently approved beforE
this application can be processed.
SIGNATURE: DATE:
Method of Payment:
0 Cash 0 Check 0 Mastercard 0 VISA
Bankcard#: Expires: VIN#:
Authorized Signature:
lEVISED 2/15/07
O
Residential Driveway
C(IY OF
► pokane PAVING WAIVER
ValleY Community Development— Planning Division
11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206
509.720.5026♦ Fax: 509.688.0037•planning®spokanevalley.org
Spokane Valley Municipal Code(SVMC)Section 19.40.020.8; "All residential driveway and off-street parking areas shall be paved with
asphalt,Portland cement,grasscrete,paver blocks or other equivalent hard surface material". A paving waiver can only be granted if
the structure you are proposing is not going to require a driveway for daily use.
PART I —OWNER INFORMATION
OWNER NAME:LE /k,//5b/ PARCEL#: 1-15/3y,,"
ADDRESS: 7 O 5 in,;;://ey et.,,494./
CITY: 5?-13 /4/ lJ2/4' STATE: eh'/T ZIP: ( '0;77
PHONE: 727 (fi2FAx: CELL: EMAIL:
PART Il —DETAILS OF PAVING WAIVER
1. Do you have an existing garage for parking daily use vehicles? YES ❑ NO
2. Is the proposed detached structure used for storage only? YES ❑ NO
3. Do you plan on using the detached structure o park vehicles? 0/YES ❑ NO If yes, then
what type of vehicles? C.74-,./;6 eA5t /ZV �
4. Do you plan to conduct a business from roposed detached structure? ❑ YES �O If so, what
is the nature of your business?
PART III —AUTHORIZATION
I,(PRINT NAME) /et' Atvsej owner, hereby confirm that the information provided on this
form is true and correct. I acknowledge that any change in the foregoing conditions, could require
the City to impose paving requirements. I further agree to report any change in these conditions to
the Spokane Valley Community Development Department, Planning Division, within 30 days.
Owner Signatur Date
PART IV — DECISION
STAFF HAS REVIEWED THE PROPOSED PAVING WAIVER ON BEHALF OF THE COMMUNITY DEVELOPMENT
DIRECTOR AND FIND THE REQUEST IS GRANTED AT /00 5 v4_11,GywAy
SAID ADDRESS FOR PERMIT— RM /#:
irb(77L------ /0/9/2,0/2—
Planning Division Staff Signature Date
Created 6/27/11 Page 1 of 1
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DEPT. APPROVED
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WAMBEKE ENGINEERING 2913 East 61st Court
Daniel Wambeke, P. E. Spokane, WA 99223
Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com
July 5, 2006
Mr. Lee Honsey
16905 E. Vallyway
Spokane Valley, WA 99037
SUBJECT: 30'X 50' X 14' POST FRAME BUILDING
Dear Mr. Honsey:
You plan to erect a 30' x 50' x 14' post frame building at your site using the Spokane County prescriptive
requirements for post frame buildings. However, the lot is tight and there is an existing basement 20' x 26'
adjacent to the building.
You prefer to building the new post frame building adjacent to the existing basement wall by placing the
post against the wall and pouring the prescribed 24" diameter x 4'0" deep concrete footing around the
post. However, this plan disturbs the normal post footing interaction with the soil utilizing lateral pressure
from the soil.
I recommend you bolt each post to the existing concrete wall with two $/4" diameter x 15" long all thread
rods using epoxy similar to the Hilti HIT system or Simpson's equivalent system. The 3/4" diameter all
thread rod should be embedded in the wall a minimum of 6" and embedded in epoxy cement. The bolts
should be spaced a minimum of 24"apart on each post adjacent to the wall.
Please feel free to contact me if you have any additional questions about the design of this building.
Si erely,
Daniel Wambeke, P. E.
titi WA7
DW:dw ` � of WAsrf,��-e
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IONAL ..
EXPIRES 12-29-2007
Designer of Small Structures, Post Frame Buildings, Foundations,
Light Gauge Steel Framing and Grain Storage Systems
Job Name: Truss ID: T02 Qty: 2 Drwg:
ERG X-LOC REACT SIZE REQ'0 TC 2x6 HF 1800F-1.6E Designed per ANSVTPI 1-2002 This design based on chord bracing applied
1 0- 3- 0 2700 6.00" 3.53" BC 2x6 HF 1800F-1.6E This design does not account for long term per the following schedule: -
2 29- 9- 0 2700 6.00" 3.53" WEB 2x4 DFL STUD time dependent loading(creep).Building max o.c. from to 1
BEG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL STUD Designer must account for this. TC 24.00" 0-0-0 30-0-0
on the truss material at each bearing Lumber shear allowables are per NDS. Refer to Joint OC Detail Sheet for BC 120.00" 0.0-0 30-0-0
THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used UPLIFT REACTION(S):
TO FORCE AXL END cSi MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on Support C&C Wind Non-Wind
1-2 -6311 0.14 0.72 0.86 Loaded for 10 PSF non-concurrent BCLL. testing and approval as required by IBC 1703 1 -517 lb
2-3 -5168 0.09 0.72 0.81 Loaded for 200 lb non-concurrent moving BCLL and.ANSI/TPI and are reported in available 2 -517 lb
3-4 -5168 0.09 0.72 0.81 ASCE7-02 SNOW LOAD DESIGN CRITERIA: documents such as ICBG#1607. This truss is designed using the
4-5 -6311 0.14 0.72 0.86 Pg= 30 psf,Ce a 1.0,I=1.0,Ct=1.10 Gable verticals are 2x 4 web material spaced ASCE7-02 Wind Specification
at 24.0" o.c.unless noted otherwise. Bldg Enclosed=Yes,Importance Factor =0.87
BC FORCE AXL MD est Top chord supports 60.0" of uniform load Truss Location=Not End Zone
6-7 5831 0.52 0.13 0.65 at 30 psf live load and 5 psf dead load. Hurricane/Ocean Line=No,Exp Category=B
7-8 3915 0.35 0.04 0.39 Additional design considerations may be Bldg Length= 36.00 ft,Bldg Width= 30.00 ft
8-9 3915 0.35 0.04 0.39required if sheathing is attached. Mean roof height= 14.75 ft,mph = 85
9-10 5831 0.52 0.13 0.65 [+)indicates the requirement for lateral TPI Low Hazard,Dead Load= 3.6 psf
bracing(designed by others)perpendicular Designed as Main Wind Force Resisting System
WEB FORCE 051 WEE FORCE CSI to the plane of the member at 48"intervals. and Components and Cladding
2-7 -1742 0.58 3-9 1528 0.51 Bracing is a result of wind load applied Tributary Area=150 sqft
3-7 1528 0.51 4-9 -1742 0.58 to member.(Combination axial plus bending). ,
This truss requires adequate sheathing,as
designed by others,applied to the truss MAX DEFLECTION(span):
face providing lateral support for webs in 1../899 MEM 8-9 (LIVE)LC 1
the truss plane and creating shear wall La-0.39" D=-0.08" T=-0.47"
action to resist diaphragm loads.
Designed for a post-frame building Joint Locations
application. 1 0-0-0 6 0-0-0
2 8-3-0 7 11-3-0
3 15-0-0 814-0-0
4 21-9-0 9 18-9-0
5 30-0-0 10 30-0-0
1 2 3 4 5
4 00 - -4.00 I .
15-9- R6-8
T - T
3-4 3-4
Ho .
5-6-1 5-6-1
SHIP
6-12 6-12
l 1D_61 . t; , $ * - 10-6-1
4-6 S=6-6 4-6
30-0-0
6 7 8 9 10
TYPICAL PLATE:2-4 6/1 6/2006
All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng.Job:.EJ. WO:R1200
This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk:RM
and done in accordance with the current versions of TPI and AFPA design standards.No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication.The building designer must ascertain that the loads Dsgnr:RM
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application.The design assumes that the top chord TC Live 30.00 psf DurFacs L=1.15 P=1.15
TIMBERLINE
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached,unless otherwise
noted.Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed in any TC Dead 5.00 psf Rep Mbr Bnd 1.00
O�io TRUSS environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion.Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 5-0-0
and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports'available as output from Truswal software,
'ANSI/TPI 1','WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 1.00 psf Design Spec IBC-2003
8525 N.FREYA,SPOKANE WA.99217(SCSI 1-03)and'BCSI SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is located at 583 D'Onofrlo Drive,Madison,
Wisconsin 03719.The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 36.00 psf Seqn T6.5.30- 16927
Job Name: Truss ID: T01 Qty: )</C7 Drwg:
ERG X-LOC REACT SIZE REQ'D TC 2x6 DFL 2400F-2.0E Designed per ANSVTPI 1-2002 This design based on chord bracing applied
1 0- 3- 0 3195 6.00" 3.18" BC 2x6 DFL 2400F-2.0E This design does not account for long term per the following schedule: _
2 29- 9- 0 3195 6.00" 3.18" WEB 2x4 DFL STUD time dependent loading(creep).Building max o.c. from to
ERG REQUIREMENTS shown are based ONLY 2x4 DFL #2 10-4 Designer must account for this. TC 24.00" 0.0-0 30-0-0
on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheet for BC 96.00" 0-0-0 30-0-0
MULTIPLE LOAD CASES. Maximum Rotational Tolerance used UPLIFT REACTION(S): "ra
TC FORCE AXL END cs2 Loaded for 200 lb non-concurrent moving BCLL IRC/IBC truss plate values are based on Support C&C Wind Non-Wind
1-2 -10884 0.51 0.41 0.92 ASCE7-02 SNOW LOAD DESIGN CRITERIA: testing and approval as required by IBC 1703 1 -654 lb
2-3 -10117 0.45 0.52 0.97 Pg= 30 psf,Ce=1.0,I=1.0,CI=1.10 and ANSI/TPI and are reported In available 2 -654 lb
3-4 -8001 0.28 0.15 0.43 ++++++++++++++++++++++ documents such as ICBG#1607. This truss is designed using the
4-5 -8001 0.28 0.15 0.43 Unrestrained horiz.LL deflection=0.53" ASCE7-02 Wind Specification
5-6 -10116 0.45 0.52 0.97 ++++++++++++++++++++++ Bldg Enclosed=Yes,Importance Factor =0.87
6-7 -10884 0.51 0.41 0.92 Designed for a post-frame building Truss Location=Not End Zone
application. Hurricane/Ocean Line=No,Exp Category=B
BC FORCE AXL END CSI Bldg Length= 36.00 ft,Bldg Width= 30.00 ft
8-9 10294 0.56 0.32 0.88 Mean roof height= 14.75 ft,mph = 85
9-10 9502 0.52 0.32 0.84 TPI Low Hazard,Dead Load= 3.6 psf
10-11 9502 0.52 0.32 0.84 Designed as Main Wind Force Resisting System
11-12 10295 0.56 0.32 0.88 and Components and Cladding
Tributary Area=150 sqft
WEB FORCE CSI WEB FORCE CSI
2-9 -1056 0.22 5-10 -2365 0.92
3-9 541 0.18 5-11 541 0.18 MAX DEFLECTION(span):
3-10 -2365 0.92 6-11 -1056 0.22 U323 MEM 9-10(LIVE)LC 1
4-10 4246 0.82 L=-1.10" D=-0.22" To-1.31"
Joint Locations
1 0.0-0 7 30-0-0
2 6-5-5 8 0-0-0
3 10-8-10 9 8-7-0
415-0-0 1015-0-0
5 19-3-6 11 21-5-0
6 23-6-11 12 30-0-0
1 2 3 4 5 6 7
4.00 -4.00
15-9- R8-8 •-12
T ,..
46 ��"1111....--_ ,401......
46 I
5-6-1 2-4 �� -`2-4 6-1-7
MX/7-18 2-5-0 3.4_ MX/7-18
1 SO-6-1 1- I0-6 1 'SHIP
14-:-• ' :-6
- 2.00 1 1-2.00 1-1141 VIM
11-
1 30-0-0
8 9 10 11 12
6/16/2006
All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:1/8"=1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng.Job:.EJ. WO:R1200A
This design Is for an Individual building component not truss system.It has been based on specifications provided by the component manufacturer Chk:RM
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication.The building designer must ascertain that the loads Dsgnr:RM
utilized on this design meet or exceed the loading imposed by the local building code and the particular application.The design assumes that the top chord TC Live 30.00 psf DurFacs L=1.15 P=1.15
TIMBERLINE
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached,unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed in any TC Dead 5.00 psf Rep Mbr Bnd 1.00
.. � TRUSS environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 5-0-0
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports'available as output from Truswal software,
'ANSI/TPI 1','WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 1.00 psf Design Spec IBC-2003
8525 N.FREYA,SPOKANE WA.99217(BCSI 1-03)and'BCSI SUMMARY SHEETS'by WTCA end TPI.The Truss Plate Institute(TPI)is located at 583 D'Onofrio Drive,Madison,
Wisconsin 53719.The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20038. TOTAL 36.00 psf Seqn T6.5.30- 16932