HomeMy WebLinkAboutPermit D08-388 - RESIDENCE INN - STORAGE SHEDRESIDENCE IIoTN
16201 WEST VALLEY HY
D08 -388
Parcel No.:
Address:
Suite No:
Tenant:
Name:
Address:
Owner:
Name:
Address:
Phone:
0005800006
16201 WEST VALLEY HY TUKW
RESIDENCE INN
16201 WEST VALLEY HY , TUKVVILA WA
GRAND PRIX TUKWILA LLC
C/O HEMA GANDHI , 340 ROYAL POINCIANA WAY #306 33434
Contact Person:
Name: TERRY CAMPBELL
Address: 17500 WEST VALLEY HY , TUKWILA WA 98188
Phone: 425 - 251 -8833
Contractor:
Name: TUFF SHED INC
Address: 8939 SOUTH 190TH STREET, #D , KENT, WA 98031
Phone:
Contractor License No: TUFFSI *038RZ
DESCRIPTION OF WORK:
BUILD 240 SQ FT DETACHED STORAGE SHED
Value of Construction:
Type of Fire Protection:
Type of Construction:
doc: IBC -10/06
V -B
City' Tukwila �
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
$8,858.40
DEVELOPMENT PERMIT
* *continued on next page **
Permit Number:
Issue Date:
Permit Expires On:
Expiration Date: 07/02/2009
Fees Collected:
International Building Code Edition:
Occupancy per IBC:
D08 -388
08/18/2008
02/14/2009
$358.43
2006
26
D08 -388 Printed: 08-18 -2008
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private:
Storm Drainage:
Street Use: Profit: N
Water Main Extension: Private:
Water Meter: N
Permit Center Authorized Signature
I hereby certify that I have read and
governing this work will be complie
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the he performance of work. I am authorized to sign and obtain this development permit.
i
Signature:
Print Name:
doc: 18C -10/06
City oPTukwila •
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Permit Number: D08 -388
Issue Date: 08/18/2008
Permit Expires On: 02/14/2009
Date:
Public:
Non - Profit: N
Public:
ed this permit and know the same to be true and correct. All provisions of law and ordinances
whether specified herein or not.
Date: V OR
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
D08 -388 Printed: 08 -18 -2008
•
City of Tukwila
Parcel No.: 0005800006
Address: 16201 WEST VALLEY HY TUKW
Suite No:
Tenant: RESIDENCE INN
1: ** *BUILDING DEPARTMENT CONDITIONS * **
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
PERMIT CONDITIONS
•
Permit Number: D08 - 388
Status: ISSUED
Applied Date: 07/30/2008
Issue Date: 08/18/2008
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall
bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site
and available to the building inspector for inspection purposes.
5: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
6: Notify the City of Thkwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
7: Manufacturers installation instructions shall be available on the job site at the time of inspection.
8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431- 3670).
9: VALIDITY OF PERMIT: The issuance or granting 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 building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
doc: Cond -10/06
* *continued on next page **
D08 -388 Printed: 08 -18 -2008
doc: Cond -10/06
•
City of Tukwila
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating
construction or the performance of work.
Signature:
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Print Name: 1 1 2 -1 2 — e--4M P a
Date:
D08 -388 Printed: 08 -18 -2008
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http:!i,tiriv.ci trrttitirila.
Property Owners Name: (LpN'b. P '(L\ x. 1 t.t.) A L P L IBC.
Mailing Address: Sc►y-\F
Name:
Mailing Address: 1'7 S O k1J --E- \ V
E -Mail Address: 1 t .v-AQ iSEU- q, -- OF 5rS ■aeD • cc wl
Company Name:
Mailing Address:
"Tv FF -St-\80O tr)c.
1,I A O a
Contact Person: T (..p-'W Y L1i�
E -Mail Address: T L -e --WF LL _— uF -S \> -C .GotM
Contractor Registration Number: TV FFS T,-O'3 YLZ
Contact Person:
E -Mail Address:
Q Apphcanons\Fonns- Appluanons On L11163-2006 - Permit Apphcation.doc
Revised 9-2006
bh
Building Permit No.
30 - 8
Mechanical Permit No.
Plumb ing /Gas. Permit No.
Public. Works Permit No.
Project No.
(Fo office use Only)
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
SITE LOCATIO
King Co Assessor's Tax No.: 00 0'S% 0000 Co
Site Address: L 0 \ W eST V p t: / 1 Wu Suite Number:
Tenant Name: (Z. S t t) C, I N 1J / " -0 NI
City
New Tenant:
El
State
CONTACT PERSON;'--: who do:we contact when your permit is ready to be issued; •
Day Telephone: A-VS - 7i' \
O - % a \ 8 k gS cS
City State Zip
Fax Number: /1/4-1-6- - ZS \ - c -1 of S
GENERAL CONTRACTOR INFORMATION' -
(Contractor Information for Mecha'nical.(pg 4) for Plumbing and Gas Piping (pg 5)) '
City State
Floor:
Yes
❑..No
Zip
Zip
Day Telephone: A-2 5- ' \ - c633
Fax Number: 1 1 - ? 5 0 1 5
Expiration Date: - Z.- C) �(
ARCHITECT OF RECORD; = Atl'plans must be wet stamped •by Architect:of Record
Company Name:
Mailing Address:
city
Day Telephone:
Fax Number:
State
Zip
ENGINEER OF All planslmu be wet stamp e d'liy Engiiieer of Record
{ e 4. •
Company Name: M t ,C 1 >1■3 sJ \ S S
Mailing Address: 1‘,1( > -) SST v & 'b • L. 14;) V"l \ S S Ou \ 6" 13 \
Contact Person: C t .) � 1 1.1 t•-)
E -Mail Address: Fax Number:
City State Zip
Day Telephone: 3 \ ' 4-b 9 - G4-60
Page 1 of 6
BUILDING PERMIT INFORMATION - 206 =431 -3670
Valuation of Project (contractor's bid price): $ ( 5 -.. 43 O
Scope of Work (please provide detailed information):
1c� •A ED Sk b
Will there be new rack storage? ❑ Yes
0
Provide All Building Areas in Square Footage Below _ ,
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No
If 'yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
.Q: ApplicationsToems- Apphcaboms On Lme'3 -2006 - Permit Apphcabon.doc
Revised: 9 -2006
bh
Existing Building Valuation: $ �SSC�C
If yes, a separate permit and plan submittal will be required.
Page 2 of 6
Existing '
Interior Remodel
Addition to'
Existing. _
• Structure? /
'. New : .'
-Type of
Construction per
• IBC - *
. , Type'of ' : ,
Occupancy per:
' °' „' IBC G
1
'2",
-0:4•. .i• 4'.
- _
, 3;d`Floor;',
. Floors'z , . - `fhru_
:
',
Basements : ,,;i; ` .
Accessory: Structure«''. -
P, 0
':Attached - Garage „
Detached°Garage ':
,Attached
-Detached'Carport
Covered Deck
Uncovered Deck
BUILDING PERMIT INFORMATION - 206 =431 -3670
Valuation of Project (contractor's bid price): $ ( 5 -.. 43 O
Scope of Work (please provide detailed information):
1c� •A ED Sk b
Will there be new rack storage? ❑ Yes
0
Provide All Building Areas in Square Footage Below _ ,
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No
If 'yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
.Q: ApplicationsToems- Apphcaboms On Lme'3 -2006 - Permit Apphcabon.doc
Revised: 9 -2006
bh
Existing Building Valuation: $ �SSC�C
If yes, a separate permit and plan submittal will be required.
Page 2 of 6
PERMIT APPLICATION NOTES - Applicable to all permits in this application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OR AUTBOrlIZED AGENT:
Signature: ` �
Print Name:
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
Mailing Address: ` 5 00 '- - v Pu -Y 'W`l
Q:\Applications\Fonns- Applications On Line \I-2006 - Permit Applicationdoc
Revised: 9 -2006
bh
Date: g
Day Telephone: .4-25- - 2- 4- 5 - 1 Fs 33
City State
Zip
Date Application Accepted:
Date Application Expires:
1 -3U -d9
Staff Initials:
Page 6 of 6
Parcel No.: 0005800006 Permit Number: D08 -388
Address: 16201 WEST VALLEY HY TUKW Status: PENDING
Suite No: Applied Date: 07/30/2008
Applicant: RESISDENCE INN Issue Date:
Receipt No.: R08 -02784
Initials: WER
User ID: 1655
Payee: ANTHONY TRENTACOST
ACCOUNT ITEM LIST:
Description
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http : / /www.ci.tukwila.wa.us
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 1013 358.43
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
Account Code Current Pmts
000/322.100
000/345.830
000/386.904
RECEIPT
Payment Amount: $358.43
Payment Date: 07/30/2008 11:13 AM
Balance: $0.00
214.50
139.43
4.50
Total: $358.43
5462 07/30 9710 TOTAL 358.43
doc: Receipt -06 Printed: 07 -30 -2008
COMMENTS:
Type of Insio4tion:
f ,,ii4
:: O 6TI "-I Rt) (if ?L P4 L) M
A / 692a/ /V /
k e�'K"( ' 1 A I-1 AA, A ,
6 ee.i.
1\-\
N J P-70 t, 4 i\ Ie 9. i : �J`
64A
1� ` :�
(AV uk A 1 q� )
p.m.
Requester:
Phone No:
) Lj C-0 p
pi
cei ii.r Art.-
d
Proj ct:
/ es tefeet mac%
Type of Insio4tion:
f ,,ii4
A / 692a/ /V /
Date Called:
Special Instructions:
Date Wanted:
3 /
'
c
G 7
p.m.
Requester:
Phone No:
J;tzf
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
D4f- .8
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Approved per applicable codes. Corrections required prior to approval.
Inspector i
Date:3 — D7
$60.00 REINSPECTIbN FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
Prod
j°/l -rt/(
J\1
Type of spection:-
F/2 7/41
A /r/ ���s
/4
Date Called:
Special Instructions:
Date Wanted: _ Q
/6 - 6. C_..i
� a a�
m.
Requester:
Phone No:
C OM A� t €NTS:
\
: j ) 51) A WI r te.? 4, _App✓oveL
L r R.e. 6246^ (.4 ( h4(f c (4
Fr V ill ; -1 - 11 r V 'Q- `
Inspecto
Jam_
Date:
f
''
..•
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. } PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION &
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3(6
pproved per applicable codes. Corrections required prior to approval.
NSPECTION FEE f MIRED Prior to inspection, fee must be
p d at • 300 Southcenter Blvd., Suite O. Call to schedule reinspection.
Receip o.:
!Date:
Project:
1Ze : S: )'cAt -L
LFuA)
Type of Inspection: 1/4e1 •
J,k)/l( 5k f- t`" v( /f
Address:
(1 ZD ( /A)
: 1 t .-.
Date Called: `
Special Instructions:
D e Wanted: a
J 0 3 Off p.m.
Requester:
Phone No: s — z.5 r - - A T,3
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION 1
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Inspector(
Date:
to- 3 , J /
EJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
Project:
-A e S . Jest 4.E SU/�
Type of Inspection: {I
06 F' Stt.e
.` V
Address: /
f (, 7,0 ( Li v Alfa -t^
7
Date Called:
Special Instructions:
•
ye Wanted:
v .. 3 - °�
�a�,.
p.m.
Requester:
Phone No: S— — Z S / —
33
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Approved per applicable codes. D Corrections required prior to approval. �Z
COMMENTS:
Inspe for: (� :3. Lk
Dater 3 , )r
El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
'Date:
Protect: S . , r a /
Type of p ect( i vi
Address*
/0. w -
Date Called: ;
Special Instructions:
{
Dat Wanted: (2, L a.m�
0 p.m.
Requester:
r
Phone O G ; I7 (-3 `4
'�A 1r
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION • t- .
6300 Southcenter Blvd., #100, Tukwila, WA 98188 '(206)431 -3670
Approved per applicable codes. El Corrections required prior to approval.
COMMENTS:
•
J
{
Ins ector \ LvW
•
Date: z or /
El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
Q
Ol
Nipw
a
� Gp' �SZOi
n` `OWN
DESIGN LOADS:
TOP CHORD LIVE LOAD = 40 PSF
TOP CHORD DEAD LOAD = 10 PSF
TOP CHORD LATERAL LOAD = 35 PSF
MEMBER FORCES:
1 - 2 1300 Ibs
2 - 3 1300 Ibs
r ;-
D08- 388
NOTES:
1997 UBC, 2003 IBC, 2006 IBC, 2007, CBC
TRUSSES TO BE SPACED @ 24" OC
MATERIAL TO BE 2X4 HEM -FIR GRADE #2 OR BETTER
Drawn By: JSA Date Drawn:10 /9/2007 Checked By:
FILE COPY
Permit No.
5' -0"
1/4" =1
5 ;415
NOTE:
TRUSS MAY BE USED ON BUILDING LENGTHS UP TO 20FT UNLESS CEILING
JOIST OR OTHER TENSION TIE IS PROVIDED
3X4 20 GA PLATES
1 EACH SIDE
1 6 "
RECEIVED
JUL 3.0 2008
PERMIT CENTEF
Date Revised:
Scale: 1/4" = 1-0"
®Title: FRAMING DETAIL
TUFF SHEll
10' RANCH PRO SHED TRUSS
Storage Buildings & Garages
Jeff Austin
15425
1
McGinnis and Associates ;
10 Foot Ranch Truss
Oct 9, 2007 at 2:41 PM
1 3d View of 10'x20' Ranch Pro Rafters w/ 1/2" Sheathing 1OftRanchPro_24.r3d
Loads: LC 1, Gravity
McGinnis and Associates
Jeff Austin
15425
10 Foot Ranch Truss
Gravity Loads: 10psf DL + 40psf LL (equiv. area)
1
i
Oct 9, 2007 at 2:43 PM
1 10ftRanchPro_24.r3d
• Y
.X
Member Code Checks Displayed
Results for LC 1, Gravity
McGinnis and Associates
Jeff Austin
10 Foot Ranch Truss
15425 I Unity Check of Worst Case Rafter Under Gravity Loads 1 oftRanchPro_24.r3d
Code Check
_ No Catc
>1.0
90-1 0
.75 -.90
.50 -.75
0:.50
Oct 9, 2007 at 2:45 PM
- .018k/ft
.245 1i127k /ft_.
Loads: LC 2, Wind
McGinnis and Associates
Jeff Austin
15425
- .018k/ft
10 Foot Ranch Truss
Oct 9, 2007 at 2:43 PM
Lateral Loads: 10psf DL + 35psf WL (equiv. area) 1oftRanchPro_24.r3d
.Y
Member Code Checks Displayed
Results for LC 2, Wind
McGinnis and Associates
Jeff Austin
15425
10 Foot Ranch Truss
Unity Check of Worst Case Rafter Under Lateral Loads
10ftRanchPro_24.r3d
Oct 9, 2007 at 2:46 PM
Code Check
No Calc
> 1.0
.90 -1.0
.75 -.90
.50 -.75
0. -.50
Roof Load Summary
Roof Support:
Trusses @ 24 in. c/c
Truss Span (ft):
10
Roof Dead Load (psf):
10
Roof Live Load (psf):
30
Roof Snow Load (psf):
30.00
Governing Total Load (psf):
40
See Calculations to Follow
I
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
FILE COPY
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 1 OF 13
CALC. BY CJD DATE 7/22/2008
Structural Calculat for:
Residence Inn
Tuff Shed Project No. 170 - 561964
Building Dimensions: Overall Building Width:
Overall Building Length:
Building Overhangs:
Consider Vertical
Dead Loads:
Live Loads:
Snow Loads:
REVIEWED FOR
;ODE COMPLIANCE
APPROVED
AUG 14 2008
I .'4 p r
J �_yt � �6 f S1!7 0_561964
Of Tukwila
Plate Heights:
Loads:
Roof Dead Load:
Wall Dead Load:
Roof Pitches:
Peak Roof Height
Mean Building Height:
Roof Live Load:
Roof Snow Load:
IB := 101
IL := 241
(Boyer 6in
Finished Floor Elevation:
Top of Plate Elevation:
Roof Angle:
4
pitch := 12 —
Project Location:
Building Code:
Tukwila, WA
2006 IBC
hpeak 10ft + 3 2 in
IDLroof IOps1l
f DLwall 8 ps1
(LLroof = 30 psI
ISLroof 30psfi
Roof End Reactions:
tX* 388
(nb. ridge runs parallel to Length)
I I-over 6 in
hfloori 6ir
hfloor 8ft + Oirj
O := atan(pitch)
hmean (hfloor + hpeak)
IRroof_DL = 110 lb I
IRroof_LL = 330 lb I
hplate hfloor
IO = 18.43 degl
Ihmean = 9.15 ft
Dead Load: Rroof DL CB + Bove) DLroofrtspacing
" SL
Total Load: Rroof LL I B + Bove 1 max roof rtspacing
\ LLroof))
RECEIVED
JUL 3 0 2008
PERMIT CENTER
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.06
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kip/ft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.02
0.06
0.00
0.00
2.00
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
Max Live Load Deflection (in)
w3
0.00
0.00
0.00
0.00
0.00
3207
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Shears, Moments, & Deflections
Maximum Shear Stress (psi)
Commercial
Grade
18
# of
Mem.
Allowable Shear Stress (psi)
d
173
OK
MaAamum Bending Stress (psi)
E
189
(in)
Allowable Bending Stress (psi)
(in)
975
OK
Max Dead Load Deflection (in)
No.2
0.003
10655
Max Live Load Deflection (in)
3.5
0.008
4587
Max Tatal peflection (in)
1300
0.011
3207
. > . _iib • •
USE
2 - 2x4
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S
I
E
(in)
(in)
(in
(in)
(in)
(ksi)
Hem - Fir
No.2
2x4
2
1.5
3.5
10.50
6.13
10.72
1300
Reactions
Beam Design Data
Member:
TL
(kips)
2x4
Beam Span (ft):
3
# of Memb:
Right End
2
0.09
Unbraced Length (ft):
3
Adjustment Factors - NDS Table 2.3.1
C0
CM
Ct
CL
Ci
C
1.15
1.00
1.00
See Below
1.00
1.00
Reactions
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.04
0.09
0.13
Right End
0.04
0.09
0.13
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 2 OF 13
CALC. BY CJD DATE 7/22/2008
3 Foot Opening Header
'Calculated Adjustment Factor I C I0.9977I
Effective Length Factor k E. 1.84
(Ref NDS Table 3.3.3)
L := k • L L = 5.52 ft
P
L
L W
11,1111iiI
L
R
I
P: \O_PR OJ E CTS\ 1600M16300 16322TS 170_561964
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.17
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kip/ft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.06
0.17
0.00
0.00
5.50
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
278
w3
0.00
0.00
0.00
0.00
0.00
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Shears, Moments, & Deflections
Maximum Shear Stress (psi)
83
Member Size
Allowable Shear Stress (psi)
328
OK
Maximum Bending Stress (psi)
1,649
I,,
Allowable Bending Stress (psi)
3,184
OK
Max Dead Load Deflection (in)
0.153
943
Max Live Load Deflection (in)
0.365
395
Max Total Load Deflection (in)
0.517
278
USE
2 - 1.75x7.25LVL
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S.
I,,
E
(in)
(in)
(in
(in
(in
(ksi)
Microllam LVL
N/A
1.75x7.25LVL
2
1.75
725
25.38
30.66
111.15
1900
Beam Design Data
Member:
1.75x7.25LVL
Beam Span (ft):
12
# of Memb:
2
Unbraced Length (ft):
2
Adjustment Factors - NDS Table 2.3.1
CD
CM
C,
CL
C;
C
1.15
1.00
1.00
See Below
1.00
1.00
Reactions
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.41
0.99
1.40
Right End
0.41
0.99
1.40
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 3 OF 13
CALC. BY CJD DATE 7/22/2008
12 Foot Opening Header
(Calculated Adjustment Factor I C 1 0.9945 I
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
L := k•L L = 3.68 ft
R
r
Trchr
R
P
L
�n w b
II
L
P: \O_PROJECTS \16000 \16300 \16322 TS170 561964
Main Windforce Resisting System Loads: p. (ASCE 7 Figure 6 -2)
Horizontal Loads (psf)
Vertical Loads (psf)
Interior Zone:
Wall
Roof
Interior Zone:
Windward Roof
Leeward Roof
Transverse
10.3
-2.4
Transverse
-9.6
-7.2
Longitudinal
7.6
-3.5
Longitudinal
-9.6
-6.1
Calculated Wind Loads
Horizontal Loads (psf)
Vertical Loads (psf)
Interior Zone:
Wall
Roof
Interior Zone:
Windward Roof
Leeward Roof
Transverse
12.4
10.0
Transverse
-11.6
-8.7
Longitudinal
10.0
10.0
Longitudinal
-11.6
-7.4
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 4 OF 13
CALC. BY CJD DATE 7/22/2008
IBC Lateral Loads
Determine Wind Loads:
Basic Wind Speed (3 second gust):
Wind Load Importance Factor:
Exposure Category:
Height and Exposure Coefficient
Basic Wind Pressures:
Project Location:
Building Code:
Tukwila, WA
2006 IBC
Vwind 85mpd
I := 1.0
Exposure := "CnI
1, = 1.21
nb. intermediate roof angles are interpolated
Calculated Wind Pressures: (10psf minimum wall load, Opsf minimum roof lateral load).
Wind Loads Transverse Direction:
Trib_arearoof t hpeak — hfloor
hplate
Trib_areawall t
- 2
Transverse wind forces:
Wind Loads Longitudinal Direction:
IB = 10ftI
IB= 10 ft I
hplate
Trib_areawall_I (hmean — hfloor + 2
Longitudinal wind forces:
Force at roof: Fwind I Pwhlw•B•Trib_areawall I
Distributed forces at root
IL =24ft
Trib_arearooft = 2.29 ft
Trib_areawall t = 4 ft
Force at roof: F wind t PwhtrL- Trib_arearoof t+ P L- Trib_area t
IL =24ft I
Trib_areawall_I = 5.15 ft
Fwind I = 514.58 lb
Ihpeak = 10.29 ft
Ihmean = 9.15 ft
Fdwindl Pwhlw'Trib_areawall I Fdwind I = 51.46 plf
Fwind t = 1744.94 lb
Distributed forces at roof: Fdwind_t PwhtrTrib_arearoof_t + P Trib_area Fdwind_t = 72.71 plf
P10 PROJECTS11 600011 630011 632 2 TS170 561964
MCGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Buildino - PPRS
#170 - 561964 NO. 16322
SHEET NO. 5 OF 13
CALC. BY CJD DATE 7/22/2008
Determine Seismic Loads:
Seismic Use Group:
Max Considered Earthquake Coefficients:
Seismic Site Class:
Seismic Importance Factor:
Site Coefficients: {tables 1615.1.2(1 -2))
Adjusted Max considered Earthquake:
Design Spectral Response Acceleration:
Structural System:
Response Modification Factor:
Approximate Fundamental Period: T :_ .020•
Seismic Design Category:
Determine structural dead load: Ws
Floor and Roof Dead Loads:
Area of Roof & Floor:
Total Roof Dead Load:
Exterior Wall Dead Loads
Length of wall:
Wall Dead Load:
Total Structural Dead Load:
IR := 6.1
ISDC = " I
Wroof shear
Use_Group := I
IS s := 1.411
I Site_Class := "D "I
IIE := 1. 1
IFa -1 I
ISms = 1.42 I
ISds =
Basic_Structural_System := "Bearing Wall System"
Seismic_Resisting_System := "Light Framed Walls w/ Wood Shear Panels"
{table 1617.6)
hpeak I
ft )
Ts (Sd1 - Sd
•sec
Area := (L + 2Lover)•(B + 2Bover)
Wroof Area • DLroof
IS 1 := 0.485
IF = 1.52
ISm1 = 0.73 I
ISd1 = 0.49
IT 0.11
IT 5 = 0.52 s I
Sds 1 r Sds 0 . 5 •S1))
Seismic Response Coefficient: C := if S1 < 0.6, max 0.01 , max10.01 ,
R- IE) R- IE , R- IE))
Si-roof
> 30, Area• DLroof+
psf
Wall load tri butary to roof:
Lwall:= L +B +L +B
hmean
Wwall shear= DLwall•Lwalt• —
Wwall of DLwall
Ws_shear Wroof shear + Wwall_shear
Ws_ot Wroof + Wwall_ot
2
Area = 275 ft 2
Wroof = 2.75 kip
SLroof)
5 ) Wroof
ICS = 0.15
Lwall = 68 ft
Wwall shear = 2.49 kip
Wwall of = 4.98 kip
IWs_shear = 5 kip/
IWs_ot = 7.73 kip/
P:\O_PROJECTS\16000\16300\16322_TS170_561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 6 OF 13
CALC. BY CJD DATE 7/22/2008
Determine Total Base Shear Forces:
Compare Seismic Forces at Roof:
Wind & Seismic Forces:
Use Maximum Forces:
Roof Diaphragm Design:
Controlling Lateral Load:
Strut Reaction, R:
Uniform Shear in Strut, v:
Chord Forces (T = C):
Vd
Diaphragm Chord /Drag:
Area of Chord:
Allowable Tension in Chord:
Load duration factor:
Consider Drag Strut dragspacing
FEQ = 0.8 kip
FdEQ_t = 31.72 pl1
FdEQ I = 76.12 plf
L
Rroof Fdroof t' 2
Rroof
B
Diaphragm and Fasteners Design Strength:
Roof deck is 1/2" wood floor sheathing with
8d common nails @6" o.c. at edges. Use 8d
common nails @12" o.c. for interior nailing.
FEQ Cs'Ws shear
FdEQ t FEQ _ L FdEQ I FEQ _ B
Froof_t max FEQ , Fwind_t)
Fdroof_t max(FdEQ_t, Fdwind_t)
(Wind Governs Transverse Load.
(Transverse Load Governs Diaphragm Design.
Fdroof t'L 2
Tchord 8B
Achord 5.25in
2
Ft := 400psi
CD := 1.6
Pa Ft'Achord•CD
B
Rroof _ vfastener
Fwind_t = 1.7 kid
Fdwind_t = 72.71 p11
IRroof = 872 lb I
(vd = 87 plf
ITchord = 523 lb
Ivallow 197p11
(Since vatiow =
197 lb /ft >= v = 87 lb/ft OK I
chord := "Double 2x4 Hem Fir Top Plate"
Fastener type:
Number of Nails Required:
IPa = 3360 lb I
Use Double 2x4 Hem Fir Top Plate with 4 - 16d nails each side of splice minimum. 1
Idragspacing = 12.24 in
Fwind_I = 0.5 kip
Fdwind_I = 51.46 plf
Froof I max(FEQ , Fwind_I)
Fdroof I max(FdEQ_I, Fdwind_l)
(Seismic Governs Longitudinal Load. I
v
RC)::r
ugri
w
R
N
1
Nfasteners
->
v
fastener := "16d nails"
Allowable shear per fastener: vfastener 891b
Tchord
vfastener CD
P :10_PROJ E CTS116000\16300\16322_TS 170_561964
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S.
I
E
(in)
(in)
(in
(in)
(in)
(ksi)
Hem -Fir
Stud
2x4
1
1.5
3.5
5.25
3.06
5.36
1200
Adjustment Factors - NDS Table 2.3.1
C M
C,
CF
C,
C r
CT
1.00
1.00
1.00
1.00
1.15
1.00
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 7 OF 13
CALC. BY CJD DATE 7/22/2008
Consider 2x Wood Studs -
Plate Height
Iht := hplate - 4.5irl
Compression Parallel to Grain
Non - Adjusted Design Value:
Grading Adjustment Factor:
Coefficient Used for Column
Stability Factor.
Maximum Bending
Unbraced Length:
Determine the allowable axial compressive stress per NDS Section 3.6
Modified Modulus of Elasticity:
Stress used for column
stability factor:
Column stability factor.
Allowable axial compression
design stress w/ no lateral load:
Maximum Allowable
Axial Load w/ no lateral load:
Allowable axial compression
design stress with lateral load:
IL := 12ir1
'Member := "2x4"1
Unbraced Length
Factor:
IF = 800 psi
IKcE 0 . 3
Effective Length Factor:
(Ref NDS Table 3.3.3)
E':= E -Cm •Ct•Ci•
K
Ik := 1.t
F := 2
kl 1
ddressed (id))
FcE)
1+ —
F c
Cp
2 •c
ICD := 1.15
ICD:= i.1
No of Members:
(See NDS Section 3.7.1)
(See NDS Section 3.7.1)
1+
'n := 1
Unbraced Length: kl := k•ht
k := 1.84 L := k • L L = 1.84 ft
( FcE) -2
F c
•c
FcE
F
C
F'c_No_LL Fc•CD•CM•Ct•CF•Ci - Cp
Pallow_No_LL A(id)•F'c_No_LL
F'c_w_LL := Fc•CD•CM •Ct•CF•Ci•CP
E' = 1200000 psi
FcE = 526.74 psi
Cp = 0.54
Ikl = 7.63 ft '
IF'c_No_LL = 492 psi
rallow_No_LL = 2585 lb I
IF'c_w_LL = 685 psi
P:\0 PROJECTS \16000 \16300 \16322 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 8 OF 13
CALC. BY CJD DATE 7/22/2008
Determine the allowable bending stress per NDS Section 3.3
Determine the slenderness ratio: RB := if > 0•ft, Le •ddressed(id) 1
bdressed (id)
Coefficient used for beam
stability factor:
Tabulated bending design
value from Table 4A:
Tabulated bending design
value multiplied by applicable
adjustment factors:
Beam stability factor:
Allowable bending stress:
Lateral pressure:
Maximum moment due
to lateral pressure:
Maximum bending stress:
Find the maximum compressive stress to
satisfy the bending and axial compression
interaction equation.
Solving for the compressive
stress results in:
Maximum allowable
axial load w/ lateral load:
Controlling allowable axial load:
Required axial load capacity:
Stud deflection @ midheight:
KbE := 0.439
Fb material = 675 psi
Fbstar Fb material
CL := i
Mmax
fb := Sx(id)
Ifc = 284 psi
Prequired
lateral
L > 0•ft,
Pwhtw = 12.45 psi
Pallow_w_LL A(id) f
Fallow = 1490 lb I
Stress value used for beam
stability factor:
FbE
1+
Fbstar)
1.9
Fb_allow Fb_material•CM•Ct•Ci
Mmax Pwhtw twidth•ht
fc 1
F
c
5 Pwhtw
4
384.E-1
RB = 5.86
Tributary width of member:
Rroof DL + . LL
rtspacing _ twidth
Mmax
fb = 473 psi
fb
Fb allow•
FbE FbE
1+
Fbstar) Fbstar
, 1.0
1.9 0.95
= 121 lb-ft
1—
FcE)
fc
IPallow_w_LL = 1490 lb I
Alateral = 0.2 in
KbE • E
FbE := 2 FbE = 15.34 ksi
RB
IFb_allow = 1237 psi
I
Itwidth 16in
CL= 1
5. 1.0 (NDS equation 3.9-3)
Axial load w/ lateral load governs
Prequired = 183.33 lb
ht
— 466
A lateral
P' \0 PROJECTS116000\1630011 63 2 2 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Buildino - PPRS
#170 - 561964 NO. 16322
SHEET NO. 9 OF 13
CALC. BY CJD DATE 7/22/2008
Shear Wall Design: Consider Wall A:
Percentage of lateral force taken by wall A:
Total Panel Length:
Shear Length:
Shear Stress:
Fastener type (penny weight):
Fastener spacing at edge:
Hem -Fir Studs Used?
Use wind increase?
Sheathing Applied Directly?
Adjustment for perforated shearwall:
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
Tension Required:
Ilwall 6f�
I lshearwall 61
vv1
Froof t•Percent
At := 2f1
Ishearwall
nail_size := 8
edge_spacing := 6in
HF_reduction := "yes" {18% reduction if hem -fir studs are used)
wind_increase := "no"
direct_applied := "yes"
Imax_height_opening := Ofl
Iperforated_multiplier = 1.00
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
'Since v„ =
145 lb /ft
<= va1Iow = 230 lb /ft OK I
Mot Froof t Percent •hplate
2 2
'wall 'wall 31 wall ' wall 2
Mres DLroof 2 + Pwvti 8 + Pew 8 ) At + DLwall 2 hmean
'Since M res
1.3 k -ft
< Mot
7.0 k -ft Uplift. Check tension.
tension :_
Mot — Mres
( wall — 6in
(Froof t = 1744.94 lb
(Percent := 50 %1
vv1 = 145.41 plf
Sheathing grade:
Sheathing thickness:
M = 6.98 kip-ft
Mres= 1.29 kip•ft
'Wind Governs Transverse Load.
sheathing := "Wood Structural Panel"
15
thickness := — in
32
{40% allowable increase permitted per 2306.4.1)
{Per IBC Table 2305.3.7.2)
Ivallow = 230 pit
21
tension = 1035.37 lb
(Since Tension 1035.4 lb
> 750.0 lb Use Simpson PHDTs. I
P: \O_PROJECTS \16000 \16300 \16322 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 10 OF 13
CALC. BY CJD DATE 7/22/2008
Shear Wall Design: Consider Wall C:
Percentage of lateral force taken by wall C:
Total Panel Length:
Shear Length:
Froof 2.Percent
Shear Stress: v := v = 87.25 plf
Ishearwall
Fastener type (penny weight): nail_size := 8
Fastener spacing at edge:
Hem -Fir Studs Used?
Use wind increase? wind increase :_ "no"
Sheathing Applied Directly?
Adjustment for perforated shearwall:
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
Check Uplift:
Overturning Moment: Mot Froof_t•Percent•hplate
Roof Tributary Area:
Resisting Moment:
Tension Required:
Ilwall I Off
l lshearwall loft
IAt:= 2ft
Mres
edge_spacing := 6in
HF_reduction := "yes" {18% reduction if hem -fir studs are used)
direct_applied := "yes"
IFroof t = 1744.94 lb
[Percent := 50 ° /d
Sheathing grade:
'max_height_opening := Of1
Iperforated_multiplier = 1.00
Since v„ =
87 lb/ft
<= vauow = 230 lb /ft OK I
21 2
( wall 'wall 3 lw all 'wall
DLroof + PSI + Pte, • 8 At + DLwall 2 hmean
2 2
2 8
■
Mot – Mres
tension :_
'wall – 6in
Sheathing thickness:
M = 6.98 kip .ft
'Wind Governs Transverse Load.
Mres = 3.57kip'ft
tension = 358.91 lb
sheathing := "Wood Structural Panel"
15
thickness := —in
in
{40% allowable increase permitted per 2306.4.1)
{Per IBC Table 2305.3.7.2)
Ivallow = 230 pl!
'Since Mres 3.6 k -ft
< M = 7.0 k -ft Uplift. Check tension.
'Since Tension 358.9 lb
<= 750.0 lb Sill Plate will Suffice.
P:\O 60 0 011 630011 6 3 22 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 11 OF 13
CALC. BY CJD DATE 7/22/2008
Shear Wall Design: Consider Wall B:
Percentage of lateral force taken by wall B:
Total Panel Length:
Shear Length:
Shear Stress:
Ilwall 6ft
vv1
Fastener type (penny weight):
Fastener spacing at edge:
Hem -Fir Studs Used?
Use wind increase?
Sheathing Applied Directly?
Adjustment for perforated shearwall:
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
Tension Required:
I 'shearwall 61
Froof J.Percent
tension :—
Ishearwall
nail_size := 8
edge_spacing := 6in
HF_reduction := "yes"
wind_increase := "no"
direct_applied := "yes"
I At := 5ft + 6irl
(Froof I = 761.21 lb
'Percent := 25 %I
v = 31.72 plf
'max_height_opening := 0fi)
Iperforated_multiplier = 1.00 I
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
(Since v =
32 lb/ft
<= va1Iow = 230 lb /ft OK I
Mot Froof J.Percent •hplate
2 2 21 2
wall
'wall i 31 wall 'wall
Mres DLroof 2 + Pwvll 8 + Pwvlw 8 ) At + DLw 2 hplate
'Since Mres
1.1 k -ft
< M
1.5 k -ft Uplift. Check tension. I
Mot - Mres
'wall — 6in
M = 1.52 kip .ft
Mres= 1.1 kip•ft
Seismic Governs Longitudinal Load. 1
{Note: 2 - 6' panels each resist
25% of lateral force = 50% total}
Sheathing grade: sheathing := "Wood Structural Panel"
Sheathing thickness: thickness := 55 in
32
{18% reduction if hem -fir studs are used}
{40% allowable increase permitted per 2306.4.1}
tension = 77.38 lb
{Per IBC Table 2305.3.7.2}
Ivallow = 230 pIt
(Since Tension 77.4 lb
<= 750.0 lb Sill Plate will Suffice.
P: 10 PROJECTS116000 \16300 \16322 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 12 OF 13
CALC. BY CJD DATE 7/22/2008
Shear Wall Design: Consider Wall D:
Percentage of lateral force taken by wall D:
Total Panel Length:
Shear Length:
Shear Stress:
Fastener type (penny weight):
Fastener spacing at edge:
Hem -Fir Studs Used?
Use wind increase?
Sheathing Applied Directly?
Adjustment for perforated shearwall:
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
Ilwall 24fi
Ilshearwall 24f1
vv1
Froof j -Percent
shearwall
wind increase := "no"
direct_applied := "yes"
'Percent := 50%1
v = 15.86 plf
nail size := 8 Sheathing grade:
edge_spacing := 6in Sheathing thickness:
HF_reduction := "yes" {18% reduction if hem -fir studs are used}
(max_height_opening := Ofij
'perforated_multiplier = 1.00'
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
'Since v =
16 lb /ft <= N./ = 230 lb /ft OK
Mot Froof_I hplate
IAt := 5ft + 6irl
Mres
IFroof I = 761.21 lb
Seismic Govems Longitudinal Load. I
sheathing := "Wood Structural Panel"
15
thickness := —in
in
{40% allowable increase permitted per 2306.4.1)
M = 3.04kip•ft
{Per IBC Table 2305.3.7.2)
wallow = 230 p11
2 2 21 2
!wall lwal 31 wall !wall
DI-roof 2 + Pwvll. 8 + Pwvlw 8 ) .At + DI-wall 2 •hplate
Mres = 17.55 kip•ft
Since Mres
17.5 k - ft
>= Mot = 3.0 k -ft OK
P: \0 PROJECTS116000\16300\16322 TS170 561964
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131 -1735
JOB: TS Accessory Building - PPRS
#170 - 561964 NO. 16322
SHEET NO. 13 OF 13
CALC. BY CJD DATE 7/22/2008
Overall Overturning:
Driving Forces:
Overturning Moments:
Uplifting Moment:
Combined Driving Moment:
Resisting Moment:
B B
Muplift —Pwvtw•L•3 8 - Pwvtl'L• 8
Mdriving max(Mot1 + Muplift Mot2)
B1
Mres Ws_ot• ) .0.6
Tension Required:
hpeak
Mot1 Pwhtr L 2
Mot2 FEQ•hplate
'Since M res 23.2
< Mdriving
25.8 Uplift. Check tension. I
Mdriving — Mres
tension :—
B
(Since Tension 259.3 lb <= 1000.0 lb
Sill Plate will Suffice.
Foundation Design:
Max allowable bearing pressure:
Roof Tributary Width:
Consider Continuous Wall Footings:
IFb := 1500psl
Required Frost Depth:
B
twroof 2 + Boyer
Ihplate = 8 ft
Wall Height:
Max axial load per foot of wall:
Pmax TLrooftwroof+ DLwall•hplate
Minimum footing width required:
Pmax
bfooting Fb
(bfooting = 2.3 in
(footing 12in
I Use 8" wide x 12" deep footing minimum. I
IP max = 284 plf
'Mot' = 12.71 kip.1
IMot2 = 6.09 kip •fj
IM uplift = 13.06 kip•1
(Mdriving = 25.77 kip•fi
IMres = 23.18 kip.f
'tension = 259.31 lb
P: \0 PROJECTS \16000 \16300 \16322 TS170 561964
03 -02 -2008
TERRY CAMPBELL
17500 WEST VALLEY HY
TUKWILA WA 98188
RE: Permit No. D08 -388
16201 WEST VALLEY HY TUKW
Dear Permit Holder:
city of zu 'la
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for
additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 04/04/2009 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
uv�
xc:
fer Marshall,
t Technician
Permit File No. D08 -388
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
July 31, 2008
Terry Campbell
17500 West Valley Hy
Tukwila, WA 98188
Dear Mr. Campbell,
Brenda Holt
Permit Coordinator
Enclosures
File: D08 -388
•
City of Tukwila
Department of Community Development
RE: Letter of Incomplete Application # 1
Development Permit Application D08 -388
Residence Inn — 16201 West Valley Hy
Please address the comment above in an itemized format with applicable revised plans, specifications,
and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or
other documentation be resubmitted with the appropriate revision block.
If you have any questions, please contact me at the Permit Center at (206) 431 -3670.
Sincerely,
P:U'ermit CenterUncomplete Letters \2008008-388 Incomplete Ltr # I.DOC
jem
0
Jim Haggerton, Mayor
Jack Pace, Director
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on
July 30, 2008 is determined to be incomplete. Before your application can continue the plan review
process the following items from the following department need to be addressed:
Public Works Department: Joanna Spencer at 206 431 -2440 if you have any questions concerning
the attached comments.
In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not
be accepted through the mail or by a messenger service.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
DATE: July 30, 2008
• 0
PUBLIC WORKS DEPARTMENT COMMENTS
PROJECT: Residence Inn
16201 W Valley Hwy
PERMIT NO: D08 - 388
PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding
the following comments.
1) On your site plan please mark the location of proposed shed and show dimensions from the property lines
or from the existing building.
P: joanna/comments 1 D08 -388
• PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D08 -388
PROJECT NAME: RESIDENCE INN
SITE ADDRESS: 16201 WEST VALLEY HY
Original Plan Submittal
Response to Correction Letter #
DATE: 08 -05 -08
X Response to Incomplete Letter # 1
Revision # After Permit Issued
DEPARTMENTS:
�► b
uil ing 'vision
ubllc_ Works „li Structural
Fire Prevention
n
Pi 6.1
Planning t ivision
U Permit Coordinator X
G ERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -07 -08
Complete
Comments:
Documents/routing slip.doc
2 -28 -02
u
Incomplete
APPROVALS OR CORRECTIONS:
Approved ❑ Approved with Conditions
Notation:
REVIEWER'S INITIALS:
DATE:
Not Applicable ❑
Permit Center Use .Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS RO TING:
Please Route Structural Review Required ❑ No further Review Required
REVIEWER'S INITIALS: DATE:
DUE DATE: 09 -04 -08
Not Approved (attach comments) n
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ACTIVITY NUMBER: D08 -388 DATE: 07 -30 -08
PROJECT NAME: RESIDENCE INN
SITE ADDRESS: 16201 WEST VALLEY HWY
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
DEPARTMENTS:
Building Division
Public W rks 1411-'11-06 Structural
c� iwi . ¢�
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete Incomplete
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: 1 X 17 LETTER OF COMPLETENES A / ICED:
Ping ❑ PW Di Staff Initials:
Departments determined incomplete: Bldg ❑ Fire ❑
TUES/THURS ROUTING:
Please Route
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved n Approved with Conditions
Notation:
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28 -02
P ERMIT COORD COPY af°
PLAN REVIEW /ROUTING SLIP
jl
D1DD gi rJ41/V)
Fire Prevention ►�
❑ Structural Review Required
Planning Division
❑ Permit Coordinator
DUE DATE: 07 -31 -08
Not Applicable
No further Review Required
DATE:
DATE:
El
DUE DATE: 08 -28 -08
Not Approved (attach comments) n
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections:
Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: R- _0 Plan Check/Permit Number: D08-388
® Response to Incomplete Letter # 1
❑ Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: RESIDENCE INN
Project Address: 16201 West Valley Hy
Contact Person: Terry Campbell
Summary of Revision:
0 'lTE P1—W W
u C___1__sz 5 - v \ L\ tOCIS
S EC IVED
AUG 05 2008
PERMIT CENTER
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
gr Entered in Permits Plus on 06/(15/4 c
\applications \forms- applications on line\revision submittal
Created: 8 -13 -2004
Revised:
h
Phone Number: 4 25 1-- g6S3
Name
Role
Effective Date
Expiration Date
SAUREY, TOM
Cancel
Date
01/01/1980
Bond
Amount
LANGTON, STEVE
3
01/01/1980
019S103129048BCMQ06/26/2002
PROLOW, LEE
Until
Cancelled
01/01/1980
Bond
Bond
Company
Name
Bond Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
3
TRAVELERS
CASUALTY
Et SUR CO
OF
019S103129048BCMQ06/26/2002
Until
Cancelled
$12,000.00
06/28 /2002
2
TRAVELERS
CASUALTY
Et SURETY
CO
19S103129048BCM
11/30/199806/26
/2002
$6,000.00
UNITED
Until
Untitled Page
General /Specialty Contractor
A business registered as a construction contractor with L&I to perform construction work
within the scope of its specialty. A General or Specialty construction Contractor must
maintain a surety bond or assignment of account and carry general liability insurance.
TUFF SHED INC
Business and Licensing Information
Name TUFF SHED INC UBI No. 601645132
Phone 4252518833 Status ACTIVE
Address 17500 W VALLEY HWY STE License No. TUFFSI`038RZ
100
Suite /Apt. License Type CONSTRUCTION
CONTRACTOR
City TUKWILA Effective Date 12/9/1997
State WA Expiration Date 7/2/2009
Zip 981885500 Suspend Date
County KING Separation Date
Business Type CORPORATION Previous License
Parent
Company
Next License
Associated
License
Specialty 1 GENERAL
Specialty 2 UNUSED
Business Owner Information
•
•
Bond Information
Page 1 of 2
https: / /fortress.wa. gov /lni/bbip/Detail. aspx ?License = TUFFSI * 03 8RZ
08/18/2008
•
Legal description
MEADER HENRY D -C #46 LOT 2 OF CITY OF TUKWILA SHORT PLAT NO 84 -31 -SS RI
8501030748 SD SHORT PLAT OAF - POR NW 1/4 OF SEC 25 -23 -04 - BAAP ON WLY R
VALLEY HWY SR 181 AT A PT WCH BEARS S 81 -07 -31 W 50 FT FR C/L THOF AT HW
TH FR SD POB ALG SD WLY R/W LN S 12 -18 -30 E 250.45 FT TAP WCH BEARS S 81 -C
AT HWY ENGR STA 162 +50 TH S 05 -15 -06 E 112.35 FT TH TANGENT TO PRECEDING
OF CURVE TO RGT RAD 50 FT & A C/A OF 86 -22 -37 ARC LENGTH 75.38 FT TAP ON I
STRANDER BLVD TH ALG SD NLY RIW LN TANGENT TO PRECEDING CURVE S 81 -C
TANGENT TO PRECEDING COURSE ALG ARC OF CURVE TO LFT RAD 700 FT & C/A
LENGTH 238.92 FT TH TANGENT TO PRECEDING CURVE S 61 -34 -09 W TO INTSN OF
STRANDER BLVD WITH ELY BANK OF GREEN RIVER TH NLY ALG SD ELY BANK TX
LN OF BOW LAKE P/L R/W 30 FT WIDE TH ALG SD SLY LN S 87 -12 -48 E 194.01 FT Ti
OF SD WEST VALLEY HWY TH ALG SD WLY R/W LN S 08 -52 -29 E 165.06 FT TO TPOI
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N o changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
N OTE: Revisions will require a new plan submittal
and may.include additional plan review fees. -I
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•
SEPARATE PERMIT
REQUIRED FOR:
i iMechanical
U Electrical
I /Plumbing
iJ Gas Piping
City of Tukwila
BUILDING DIVISION
•
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•
FILE COPY
Permit No. 0 94
Plar review approval Is subject to errors and omissions.
Approval of construction documents does not authoize•
the violation of any adopted code or ordinance. Receipt
of approved Field Copy and conditions is acknowledge`''
B
Date:
City e? Tu Tukwila
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INCOMPLETE
. 1) 0 8 41. 3 8 8
RECEWED
AUG 0520
PERMIT CENTER
WALL A ELEVATION
WALL C ELEVATION
FINISHED GRADE
FINISHED GRADE
ACCESSORY BUILDING -PPRS DRAWING INDEX
Al - PROJECT NOTES, ELEVATIONS
A2 - PLANS, SHEAR WALL SCHEDULE
A3 - SECTIONS, DETAILS
10' X 24' = 240 SQ FT
/1 ■ a
■ ■
2% DOWNSLOPE FOR 5'
MINIMUM ON ALL SIDES
FINISHED GRADE
2% DOWNSLOPE FOR 5'
MINIMUM ON ALL SIDES
FINISHED GRADE
6"
6"
WALL B ELEVATION
WALL D ELEVATION
1270
DOOR
12' -0"
24' -0"
24' -0"
0
6"
6"
DESIGN REQUIREMENTS
1. GOVERNING CODES: 2006 IBC
OCCUPANCY REQUIREMENTS: GROUP U
CONSTRUCTION TYPE: V -B
2. DESIGN SCHEDULE
A. BUILDING SIZE
WIDTH: 10' -0"
LENGTH: 24' -0"
SIDE WALL HEIGHT: 8' -0"
TOTAL HEIGHT: 10' -3 1/2"
B. BUILDING LOADS
ROOF LIVE LOAD: 30 PSF
ROOF DEAD LOAD: 10 PSF
C. DESIGN WIND
3 SECOND GUST, V3 s: 85 MPH
WIND EXPOSURE: C
D. SEISMIC DESIGN CATEGORY: D2
E. SITE CLASS: D
F. ROOF PITCH: 5/12
PROJECT NOTES
3. ROOFING SCHEDULE
A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY CDX PLYWOOD.
STAGGER LAYOUT PER APA CONDITION 1.
B. PI #32/16 MIN UNBLOCKED.
C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T &G SHEATHING.
D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE.
E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.).
F. 15 LB. ROOFING FELT.
G. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES.
H. TRUSSES SHALL BE SPACED @ 24" OC.
J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS.
K. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICC #ESR 1082.
L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION
AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS.
M. TRUSS MANUFACTURER: TUFF SHED, INC.
4. WOOD FRAMING
B. ALL WALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH TH
FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI
Fc = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI.
C. STUDS SHALL BE SPACED @ 16" OC.
D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE.
E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS
OCCURRING IN BRACED WALL PANELS PER 2308.9.3.
F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE
G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE.
5. SOIL
A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR
CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING
PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER
TABLE 1804.2.
B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION
WILL EXTEND MIN. 2' -0" BELOW GRADE.
C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL.
D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE
SERVICES OF A SOILS ENGINEER MAY BE REQUIRED.
6. PERMIT
A. PLRMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER
LIMITVIONS SET BY LOCAL CODES. SECTION 105.5.
B. JC3 CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE
GENERAL NOTES
1. GENERAL:
A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS.
BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES,
T'; ZEES, UTILITIES, ETC.
B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING
CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED
AND PER GOVERNING REGULATIONS.
C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS
DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT.
D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS
OF COMMON NAILS.
2. PLYWOOD DIAPHRAGMS
PRODUCT STD PS 1 -95, DOUGLAS FIR - LARCH, STRUCTURAL 1
(OR CDX).
3. MATERIAL EVALUATION REPORT IDENTIFICATIOND
A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER
ICC ES REPORT #ESR -1082.
B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR
USE WITHOUT UNDERLAYMENT PER ICC ES REPORT #ER -4856.
C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER
NES REPORT #NER -405
D. SMARTSIDE SIDING BY LP CORPORATION PER ICC REPRT #ESR -1301.
E. LAMINATED VENEER LUMBER (LVL) PER
ICC ES REPORT #ESR -1387.
F. PHD PRE - DEFLECTED HOLDOWNS BY SIMPSON PER
ICC ES REPORT #ER -5328.
G. SSTB ANCHOR BOLTS BY SIMPSON PER
ICC ES REPORT #ER -4935.
D08- 388
RECER/Fr
JUL- 3 0 2008
PERMIT CENTEr
r '
6y ca
6„ / r co f \` .1, cr,D,
U f -
C
F \ �
. 6 U Pl '0
I I
UUNNULLINU LNtiINtt.KJ, INU.
1110 WESTMARK DRIVE
SAINT LOUIS, MISSOURI 63131
PHONE: (314) 469 -6460
#16322
IC I
III
PO No. 561964 Inv No. 383864
Customer: RESIDENCE INN
Description:
ACCESSORY BUILDING -PPRS
10' X 24' = 240 SQ FT
Site Address:
16201 WEST VALLEY HWY
TUKWILA, WA 98188
I
DRAWINGS ARE FOR A BUILDING
TO BE SUPPLIED AND BUILT BY
TUFF SHED. ANY OTHER USE IS
romow
c 1 2 1 \kj .......t .j
■ ■ - -
■ - -
Storage Buildings & Garages
( , 1 TUFF SHED, INC.
17500 W. VALLEY HWY
TUKWILA, WA 98188
t
a.
Drawn By: N.B.
Date: 07/15/08
Checked By: CJD
Date: 07/22/08
Revised:
Revised:
Title:
PROJECT NOTES
ELEVATIONS
Scale: 1/4" = 1' -0"
Sheet:
Al
Sheet 1 of 3
WALL A ELEVATION
WALL C ELEVATION
FINISHED GRADE
FINISHED GRADE
ACCESSORY BUILDING -PPRS DRAWING INDEX
Al - PROJECT NOTES, ELEVATIONS
A2 - PLANS, SHEAR WALL SCHEDULE
A3 - SECTIONS, DETAILS
10' X 24' = 240 SQ FT
/1 ■ a
■ ■
2% DOWNSLOPE FOR 5'
MINIMUM ON ALL SIDES
FINISHED GRADE
2% DOWNSLOPE FOR 5'
MINIMUM ON ALL SIDES
FINISHED GRADE
6"
6"
WALL B ELEVATION
WALL D ELEVATION
1270
DOOR
12' -0"
24' -0"
24' -0"
0
6"
6"
DESIGN REQUIREMENTS
1. GOVERNING CODES: 2006 IBC
OCCUPANCY REQUIREMENTS: GROUP U
CONSTRUCTION TYPE: V -B
2. DESIGN SCHEDULE
A. BUILDING SIZE
WIDTH: 10' -0"
LENGTH: 24' -0"
SIDE WALL HEIGHT: 8' -0"
TOTAL HEIGHT: 10' -3 1/2"
B. BUILDING LOADS
ROOF LIVE LOAD: 30 PSF
ROOF DEAD LOAD: 10 PSF
C. DESIGN WIND
3 SECOND GUST, V3 s: 85 MPH
WIND EXPOSURE: C
D. SEISMIC DESIGN CATEGORY: D2
E. SITE CLASS: D
F. ROOF PITCH: 5/12
PROJECT NOTES
3. ROOFING SCHEDULE
A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY CDX PLYWOOD.
STAGGER LAYOUT PER APA CONDITION 1.
B. PI #32/16 MIN UNBLOCKED.
C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T &G SHEATHING.
D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE.
E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.).
F. 15 LB. ROOFING FELT.
G. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES.
H. TRUSSES SHALL BE SPACED @ 24" OC.
J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS.
K. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICC #ESR 1082.
L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION
AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS.
M. TRUSS MANUFACTURER: TUFF SHED, INC.
4. WOOD FRAMING
B. ALL WALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH TH
FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI
Fc = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI.
C. STUDS SHALL BE SPACED @ 16" OC.
D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE.
E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS
OCCURRING IN BRACED WALL PANELS PER 2308.9.3.
F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE
G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE.
5. SOIL
A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR
CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING
PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER
TABLE 1804.2.
B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION
WILL EXTEND MIN. 2' -0" BELOW GRADE.
C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL.
D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE
SERVICES OF A SOILS ENGINEER MAY BE REQUIRED.
6. PERMIT
A. PLRMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER
LIMITVIONS SET BY LOCAL CODES. SECTION 105.5.
B. JC3 CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE
GENERAL NOTES
1. GENERAL:
A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS.
BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES,
T'; ZEES, UTILITIES, ETC.
B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING
CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED
AND PER GOVERNING REGULATIONS.
C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS
DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT.
D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS
OF COMMON NAILS.
2. PLYWOOD DIAPHRAGMS
PRODUCT STD PS 1 -95, DOUGLAS FIR - LARCH, STRUCTURAL 1
(OR CDX).
3. MATERIAL EVALUATION REPORT IDENTIFICATIOND
A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER
ICC ES REPORT #ESR -1082.
B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR
USE WITHOUT UNDERLAYMENT PER ICC ES REPORT #ER -4856.
C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER
NES REPORT #NER -405
D. SMARTSIDE SIDING BY LP CORPORATION PER ICC REPRT #ESR -1301.
E. LAMINATED VENEER LUMBER (LVL) PER
ICC ES REPORT #ESR -1387.
F. PHD PRE - DEFLECTED HOLDOWNS BY SIMPSON PER
ICC ES REPORT #ER -5328.
G. SSTB ANCHOR BOLTS BY SIMPSON PER
ICC ES REPORT #ER -4935.
D08- 388
RECER/Fr
JUL- 3 0 2008
PERMIT CENTEr
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O
Drawn By: N.B.
Date: 07/15/08
Checked By: CJD
Date: 07/22/08
Revised:
Revised:
Title:
PLANS
SHEAR WALL SCHED
NAILING SCHEDULE
Scale: 1/4" = 1' -0"
Sheet:
A2
Sheet 2 of 3
NAILING SCHEDULE
CHORD SPLICE NAILING: 8 - 16d NAILS EACH SIDE OF SPLICE.
TRUSS BLOCKING: (4) - 16d (TOENAILED)
FRAMING NAILING:
STUD TO TOP PLATE, 2 -16d END NAIL
STUD TO SILL PLATE, 2 -16d END NAIL OR 4 -8d TOENAIL
DBL. HEADER 16d @ 16" OC ALONG EACH EDGE
HEADER TO KING STUD 4 -8d TOENAIL OR 4 -16d END NAIL
UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE
PER 2006 IBC TABLE 2304.9.1.
UPLIFT TRANSFER: PROVIDE 3 -16d
TOENAILS AT EACH END OF TRUSSES.
U JVIDE'2X4 SOLID BLOCKING ON ALL UNSUPPORTED
EDGES OF PLYWOOD ON SHEAR WALLS.
UNBLOCKED ROOF DIAPHRAGM
)OF SHEATHING NAILING:
BORDER: 8d COMMON @ 6" OC
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
A
N
B
10' -0"
SSTB16
SEE FOOTING DETAIL CF -1
REFERENCE SECTION 3/A3
FOR ANCHOR BOLT SIZE,
SPACING, AND ADDITIONAL
REQUIREMENTS.
87
197
HOLD -DOWN ANCHORS SHALL BE SET AND
POSITIONED IN PLACE
FOUNDATION P LAN FOUNDATION INSPECTION. BEFORE CALLING FOR
SHEAR WALL SCHEDULE
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
10' -0" LONG TOTAL. 6' USED FOR SHEAR.
NAILING:
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
PROVIDE SIMPSON PHD2 HOLDOWNS ATTACHED
TO END STUDS AND SSTB16 ANCHOR BOLTS.
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
10' -0" LONG TOTAL. 10' USED FOR SHEAR.
NAILING:
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
N
CALC.
SHEAR
LOAD
(lb/ft)
145
87
2X4 TREATED SOLE PLATE
TYPICAL ALL WALLS (U.N.O.)
ALLOW.
SHEAR
LOAD
(lb/ft)
230
230
B
D
FLOOR PLAN
SHEAR WALL SCHEDULE
2X4 FRAMING. SHEATHE EXTERIOR WITH 112"
DURATEMP.
24' -0" LONG TOTAL. (6' +6') = 12' USED FOR SHEAR.
NAILING:
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
TOENAIL BLOCKING TO TOP PLATE: 3 - 8d/ BLOCK
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
24' -0" LONG TOTAL. 24' USED FOR SHEAR.
NAILING:
2 EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
TOENAIL BLOCKING TO TOP PLATE: 3 -8d/ BLOCK
A
B
1-o "I 3' -0"
3' -0" x 6-8"
DOOR
6' -0"
-PHD2
"HOLDOWNS SHALL BE
RE- TIGHTENED JUST PRIOR
TO COVERING THE WALL
FRAMING." 2315.5.6
WALL FRAMING STUDS @ 16" OC
D
10' -0"
CALC.
SHEAR
LOAD
(lb/ft)
32
16
ALLOW
SHEAR
LOAD
(Ib /ft)
230
150
230
150
A
C
TO1
r �
r L01
A
T01 V
L01
w
C9
0
TRUSSES
@ 24" OC
DOUBLE TOP PLATES
INTERLOCK AT CORNERS
N
3' -0 "HEADER
2- 2X4 HF #2 OR
2 -1 3/4 X 3 1/2" LVL
ROOF FRAMING PLAN
PROVIDE 2X4 BOTTOM
CHORD AT TRUSS WITH
6 -16d NAILS @ EACH END.
DOUBLED HEADER NAILING:
NAIL W/16d @16 "OC
ALONG EACH EDGE
spa -388
RECEIVED
JUL 30 2006
PERMIT CENTEF
TOP PLATES
CRIPPLES (AS REQ.)
SPACER (IF REQ.)
DOUBLED HEADER
STUD
TRIMMER
SOLE PLATE
FOR OPENINGS UP
TO 5' -11 1/2" UNLESS
OTHERWISE NOTED
NAILING:
HEADER TO STUD - 4 -8d TOENAIL OR 4 -16d END NAIL
DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL
REFERENCE TABLE 2304.9.1
HEADER DETAIL
NOT TO SCALE
FOR OPENINGS 6' -0"
AND WIDER UNLESS
OTHERWISE NOTED
2X SOLID BLOCKING BETWEEN TRUSSES
NAIL SHEATHING TO WALL STUD
PER SHEAR WALL SCHEDULE
TOP PLATES
CRIPPLES (IF REQ.)
SPACER (IF REQ.)
DOUBLED HEADER
STUD
DOUBLE TRIMMERS
SOLE PLATE
SHEAR TRANSFER NOTES:
1. REFERENCE SHEAR WALL SCHEDULE FOR
NAILING AND HOLDOWN REQUIREMENTS.
2. REFERENCE ROOFING SCHEDULE FOR
MATERIAL AND NAILING REQUIREMENTS.
NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL
SCHEDULE EDGE NAILING
SHINGLES
3/4" = 1' - 0"
SEE PROJECT NOTES FOR MATERIALS
NAIL TO INTERMEDIATE FRAMING
MEMBERS - REFERENCE NAILING
SCHEDULE /A2
4'x8' CDX
DRIP EDGE
RAFTERS AND
OR TRUSSES.
REFERENCE NAILING
SCHEDULE /A2
DIAPHRAGM
BOUNDARY
TRIM
PANEL EDGE IS NOT
SUPPORTED BY BLOCKING -
UNLESS NOTED.
SIDING
ROOFING SHEATHING NAILING DTL
SHEAR TRANSFER DETAIL
TOP PLATES
RAFTER OR TRUSS
BLOCKING
TOENAIL WITH (3) 16D NAILS
(2) ONE SIDE
(1) OTHER SIDE
SHED RAFTER TOE NAILING DETAIL
STUDS AS NOTED IN
SHEAR WALL SCHEDULE.
USE (2) 2X OR (1) 3X OR
GREATER STUD.
SDS1 /4X3 SCREWS
HEX NUT
PHD HOLDOWN
TREATED SILL PLATE
SSTB ANCHOR
FOUNDATION
SSTB & PHD INSTALLATION
NOT TO SCALE
1/4" = 1' - 0"
CEILING AND WALLS SHALL
BE LEFT UNFINISHED
10' -0"
ROOF RIP MUST BE
ATTACHED AFTER
SOFFIT BOX IS INSTALLED
ROOF SHEATHING
1/2" OSB
2x4 BLOCK
FASCIA TRIM
UNDEREAVE
SIDING
SIDE CORNER TRIM
ATTACH SOFFIT BOX
ASSEMBLY TO SIDE
WALL & RAFTERS
WITH 3" NAILS
av
STUD
RAFTER
GABLE TRIM
TOP OF SOFFIT
BOX MUST ALIGN
WITH TOP OF RAFER
END CORNER TRIM
BUILDING SECTION ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS.
WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC.
NOT TO SCALE
ATTACH 15/32" CDX PLYWOOD SHEATHING
TO TRUSSES PER NAILING SCHEDULE.
REFERENCE TABLE 2306.3.1.
MIN. 3 NAILS
PER RAFTER
ROOF RIP
MIN. OF 2 NAILS
PER BLOCK
34" FORESTRIM FASCIA
OVERHANG DETAIL
DURATEMP
SIDING
2X4 BLOCKS 12" O.C.
RAFTER
SOFFIT BLOCKING
2x4 BLOCK
GABLE TRIM
END CORNER
TRIM
U FINISH
•h GRADE
3/
3 CLR.
TYP.
4.
1' -0"
MIN.
3/4" = 1' -0" or 1/16 scale IRC
a
UNHEATED GARAGE SPACE
#4 CONTINUOUS
TOP & BOTTOM
CONCRETE FLOG
y 4
/�/\\
</i WWF PER NOTES
BELOW
MONOLITHIC FOUNDATION
CONTINUOUS FOOTING NOTES
1. TOP OF SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL
BE WWF 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB.
2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING
BEFORE POURING CONCRETE.
3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR
PROPERLY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING
PRESSURE IS 1500 PSF AT 12" BELOW GRADE.
4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, fc = 2500 PSI.
5. REINFORCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING
STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR
DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER.
6. SEISMIC DESIGN CATEGORY: D2
A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING
5/8" DIA X 10" LONG 'L' BOLTS WITH NUTS AND 3 "X3 "X1/4" PLATE
WASHERS.
B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE
AND SHALL BE SPACED NOT MORE THAN 6' OC.
C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1
BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS
FROM EACH END OF EACH PIECE.
CF -1 FOUNDATION DETAIL
THICKENED SLAB
D68
RECEIVED
JUL 3 0 2008
PERMIT CENTER
a
0 Z �. N = ILI
}} m w co
c &
N
Revised:
Revised:
Title:
SECTIONS
DETAILS
Scale: NONE
Sheet:
Drawn By: N.B.
Date: 07/15/08
Checked By: CJD
Date: 07/22/08
N
Cr)
A3
Sheet 3 of 3