HomeMy WebLinkAboutPermit D11-364 - VAUGHN RESIDENCE - CARPORTVAUGHN CARPORT
4531 S 137 ST
Dl 1-364
City olkukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206431 -3670
Inspection Request Line: 206- 431 -2451
Web site: http: / /www.TukwilaWA.gov
Parcel No.: 7347600410
Address: 4531 S 137 ST TUKW
Suite No:
Project Name: VAUGHN CARPORT
DEVELOPMENT PERMIT
Permit Number: D11 -364
Issue Date: 02/10/2012
Permit Expires On: 08/08/2012
Owner:
Name: VAUGHN PAUL
Address: 4531 S 137TH ST , TUKWILA WA 98168
Contact Person:
Name: PAUL VAUGHN
Address: 4531 S 137 ST , TUKWILA WA 98168
Phone: 206 349 -7962
Contractor:
Name: OWNER AFFIDAVIT - PAUL VAUGHN Phone:
Address:
Contractor License No: Expiration Date:
Lender:
Name:
Address:
DESCRIPTION OF WORK:
CONSTRUCTION OF DETACHED CARPORT (206 SF) WITH ENCLOSED STORAGE ROOM BEHIND (112 SF).
Value of Construction: $13,518.18 Fees Collected: $945.78
Type of Fire Protection: NONE International Building Code Edition: 2009
Type of Construction: VB Occupancy per IBC: 26
Electrical Service Provided by: SEATTLE CITY LIGHT
* *continued on next page **
doc: IBC -7/10
D11 -364 Printed: 02 -10 -2012
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:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: N
Permit Center Authorized Signature:
Private:
Profit: N
Private:
Public:
Non - Profit: N
Public:
W c A Date: f)---10—
I hereby certify that I have read and examined this permit and know the same to be true and correct. 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 provisions of any other state or local laws regulating
construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached
to this pernfit.
Signature:
Print Name: RCLuA,
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.
G44,1■3 Date:
PERMIT CONDITIONS:
1: ** *BUILDING DEPARTMENT CONDITIONS * **
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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center
(206/431 - 3670).
4: 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.
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 Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
doc: IBC -7/10
D11-364 Printed: 02 -10 -2012
7: All wood to remain in placed concrete s
e treated wood.
i
8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be
obtained at City Hall in the office of the City Clerk.
9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila
Building Department (206- 431- 3670).
10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431 - 3670).
11: 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: IBC -7/10
D11 -364 Printed: 02 -10 -2012
CITY OF TUKTA
Community Developr,..,.d Department
Public Works Department
Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
CONSTRUCTION PERMIT APPLICATION
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 Address: 4c-51
Tenant Name:
Name:
Address:(kc �. tr "2J
State:
(4..) (5% Zip. k L/e)
. ,,, ,n
Name:
1 Cam\ Wit~ L,>v
Architect Name:
Address: ( I
City:. ice`, wAes, State:Co A
Zipoic2,t(
Phone ct _--1 etteiax:
City:
Email: L.A ` / l 3- /) C7 +MCA c
Zip:
Company Name:
Address:
City:
e_
State: Zip:
Phone:
Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
H:Wpplications\Forms- Applications On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx
Revised: August 2011
bh
King Co Assessor's Tax No.: 9)4 1 ( Do — oLt I'd
Suite Number: Floor:
New Tenant: ❑ Yes ❑.. No
Company Name: N ,
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
Engineer Name:
Address:
City:
State: Zip:
Phone:
Fax:
Email:
Page 1 of 4
iloa>co"
o�a3�l36T
�r .ems
Valuafio`n'of =Project (contractor's bid prieW $ 4 500. t Existing building Valuation: $ ,
Describe,theFscope of work (please provide detailed information): Ae-ce e kAea CAS '('- C204 Sc6
Will there be new rack storage? ❑ .... Yes
X.No If yes, a separate permit and plan submittal will be required.
:'S .iC !°a$, j "" tvE.f'TF #>xe .may
,>.y. "; i+ ' it`2vi"r�am. � ✓,�, ' , �;-,, ;Y,u ,' n Y � at' . t :4xfy. r� �
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e
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Flor
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�7 IL�.1� ,.E 3�4f...i.l•,36�%Y��c7 =.-�- r>�.:.Y.nf �'.r
Floor t
y, Float�``,``::thru
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i r k Y
A�ttached �rage� � y�;`,�
S ',Oa-16 u eGa age�f
:` "fly. }v''"''��f�v'ix{
Attaehed Carpor ” r
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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:
Will there be a change in use?
Compact: Handicap:
❑ 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 Sa ty ata 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.
H:\Applications\Forms- Applications On Line12011 Applications\Permit Application Revised - 8 -9 -11. does
Revised: August 2011
bh
Page 2 of 4
Value of Construction — In all cases, a value' 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.
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).
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.
BUILDI NER11OR` AUTHORIZED AGENT:
Signature: G �l
Print Name: Tetm..k V e , L r..3
Mailing Address: 4 \. 5, I3"1 -rt„ ( .
H:\Applications\Forms- Applications On Line\201 I Applications\Permit Application Revised - 8-9-11 docx
Revised: August 2011
bit
Date: I \ I y-' l \
Day Telephone: 2C7(.r3tA — �%(pZ
\LA4.0AcA Wc, 9 `6(CP
City State Zip
Page 4 of 4
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.TukwilaWA.gov
Parcel No.: 7347600410
Address: 4531 S 137 ST TUICW
Suite No:
Applicant: VAUGHN CARPORT
RECEIPT
Permit Number: D11 -364
Status: APPROVED
Applied Date: 11/08/2011
Issue Date:
Receipt No.: R12 -00602
Initials:
User ID:
Payee:
WER
1655
Payment Amount: $714.90
Payment Date: 02/10/2012 04:04 PM
Balance: $0.00
PAUL VAUGHN
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 4063 714.90
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
BUILDING - NONRES
STATE BUILDING SURCHARGE
000.322.100 710.40
640.237.114 4.50
Total: $714.90
doc: Receiot -06 Printed: 02 -10 -2012
• •
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.TukwilaWA.gov
Parcel No.: 7347600410
Address: 4531 S 137 ST TUKW
Suite No:
Applicant: VAUGHN CARPORT
RECEIPT
Permit Number: D11 -364
Status: PENDING
Applied Date: 11/08/2011
Issue Date:
Receipt No.: R11 -02442
Initials:
User ID:
JEM
1165
Payment Amount: $230.88
Payment Date: 11/08/2011 10:27 AM
Balance: $714.90
Payee: PAUL R. VAUGHN
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 4058 230.88
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
PLAN CHECK - NONRES
000.345.830 230.88
Total: $230.88
doc: Receiot -06 Printed: 11 -08 -2011
INSPECTION RECORD
Retain a copy with permit
i -3(.4
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION G
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3671
Permit Inspection Request Line (206) 431 -2451
PERMIT NO.
Project: _ U c, tt- AI arpo,--11
Type ct_ iqn:
j 6 \
Address
')3 I . 13�-
Date Called:
Special Instructions:
• �
Date Wanted:-
.�
.--------
A 1 ��a,u�t
p.m-
Requester:
P ?. &°:— .34/
--17` ?
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Date: 5-- (1j -1)"
ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION G
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670
Permit Inspection Request Line (206) 431 -2451 P—
D11-361
Project:
IJAu6ft k/ (f p � r
Typgof Inspection.
1 ! hk.. ' t,c j 44A SGk e/4
Address: Pt.
�#53i 131 sr
Date Called:
Special Instructions:
�•
Date Wanted:. �` a
3 - 13 _� Z p.m.
Requester:
Phone No
Z0 6 --7?
'Approved per applicable codes. a Corrections required prior to approval.
COMMENTS:
Inspect
Date:
"—I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
I.
•
6.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 1'(206) 431 -3670
Permit Inspection Request Line (206) 431 -2451
�1 t —3i
C
Project
JOA �NAi C-10 r(
Type o _Inspection:
ro o( .,
P--06F
Address:,.
_
Date a d:
Specia
l Instructi8ns:
Date Wanted:.
-
7 �.,a..�
2 -Fr -I L• P.m.
Requester:
Phone No:
•
pproved per applicable codes. E Corrections required prior to approval. Z.
COMMENTS:
7
Inspec or:
Date:2 2 _
REINSPECTION FEE REQUIRED. rior to next inspection, fee must be
paid at 6900- Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION 0.
INSPECTION RECORD
Retain a copy with permit
0 It -361
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670
Permit Inspection Request Line (206) 431 -2451
Projec : /
�J .A, l)&
/ p
(J\
pJ% 1
Type of Inspection:
Re J-4,0 Jc
S� J�
Address: -1 3 '
3
�l
f
ST
Date Called:
Special Instructions:
Date Wanted: /
2
( . a rq.
Z p.m.
Requester:
Phone O b r .34
— Cr
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Ins ector:
❑ REINSPECTION FEE REQUIRE'. Prior i next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
PLANNING APPROVED
No changes can be made to these
plans without approval from the
Planning Division of DCD
approved By:,
Date:,- -� ---1—
4531 S. 137th St. Tukwila
SEPARATE PERMIT
REQUIRED FOR:
ei
rectrical
@ft'tumbing
lirtas Piping
City of Tukwila
BLiii_DINO DIVISION
Property , ine
Retaining Wall
r - COPY
Pe Rio., — 3 (04
Ph^ r^view approval is subject to errors and ora tors.
k: ` o construction documents does r;oi auttnize
o3 any adopted code or ordinance. Reo :pt
C Lppro Copy and conditions is ac know1edg :d:
By. �� \)c-k4-60
Dete: , 21k0 11Z
City Of Tbkwile
BUILDING DIVISION
U,
REVISIONS
No chenpes shall be made to the scope
of work 1"ithout prior approval of
Tuk". Lila Building Division.
will require a new plan submittal
may include additional plan review fees.
Macadam Road S
lawn LET S
EVIEWED FOR
DE COMPLIANCE
APPROVED
FEB 0 3 2012
v
City of Tukwila
B ILDING DIVISION
RECEIVED
CITY OF TUKWIIA
NOV 0 8 2011
PERMIT CENTER
I
Ridge Be
2x10
4531 S. 137th. St., Tukwila, 98168
Side View
2x6 Ceiling Jois
p.L.
2x4 wall studs.
IV O.L.
2x4 Treated
Sill Plate
� ,2 x8 Roof Rafters
2x4 Barge,Rafte
i
r ., r Is
3r4 "poard
r „
, r 1I
..
._,...�,
I I
1
1
I
1
to
to
lo o
I. o
1 0
I
Foam Seal Sill Anchors
Wall Sheathing
1/2" T -111
4531 S. 137th St., Tukwila 98168
Existing Structure
Top View
112 sq. ft. 9•
17 6°
16'6^
206 sq. ft.
6'
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 0 3 2012
. I
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKIMLA
NnV 0 8 2011
PERMIT CENTER
FILE COPY
Permrt
4531 S. 137th St., Tukwila, 98168
Foundation Plan
Anchor Bolt Spacing
4' O.C.
Anchor Bolt
5/8" diameter
8" imbedment
P. T. Sill Plate
Foam Seal
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 0 3 2012
City of Tukwila
BUILDING DIVISION
1<
2 Bolts Per Plate Section
W/ One Bolt Located 8" from
End Of Plate
5/8" Galvanized Nut
Galvanized Washer
(2) #4 Continuous
#4 16" O.C.
CITY REC OF t�V Tu LA
JAN' 13 2012
PERMIT CENTER
I
INCOMPLETE
(01-1
4531 S. 137th St., Tukwila, 98168
Typical 3 Tab
Asphalt Roofing
40 lb. Felt Paper
5/8" OSB
Roof Sheathing
p. 2x8 Roof Rafters „2• Plywood
Flooring
A,..-- Continuous Ridge Vent
2x10 Ridge Board
\■
x
Dt_2x4 Studs
2x4 Top Plates
4x8 Headers Over
Interior Doors
(-5/8" T -111 Siding
2x6 Ceiling Joists
2/4 Bottom Plate
P.T. Sill Plate 2x4
On Foam Seal
Anchor Bolt:
10x5/8" Diameter With
8" Embedded, 1/4" Galvanized Washer,
5/8" Nut
Concrete Slab
EXPIRES 1-/S-- 2c '3 j
Introduction
FILE COPY
PermQ ®.
Lateral Load Evaluation For
Building At
4531 S. 137th St
Tukwila, WA 98168
By
Henry J Welland PE
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 0 3 2012
City of Tukwila
BUILDING DIVISION
Page 1 of 40
CITY OF WALA
JAN' 13 2012
PERMIT CENTER
INCOMPLETE
LTR#
P11 -3(,y
Evaluation:
a1110=1.111111■+ rf
Introduction
The building is a 12 1/2 foot wide by 25 1/2 foot long with a 16 1/2 foot deep
walled carport on one end and a 9 foot deep room on the other end. The walls are 10
foot high and the roof slope is 12:12. The building is sided with T -111 plywood siding,
roofing will be asphalt composition roofing. Building walls are 2x4 with16 inch
spacing. Roof rafters are 2x8 at 24 inch spacing. Ceiling joists are 2x6 at 24 inch
spacing. The rafters and joists are connected at the ends above each side wall.
Each rafter /joist is connected to the side wall top plates with metal clips. The sill plate
is bolted to the concrete slab with 1/2" diamater bolts at 4 foot spacing.
The roof is sheathed with 1/2 OSB and the attic floor with 1/2 plywood. There is a
2 foot by 3 foot opening in the attic floor in the center about 5 foot from the back wall.
The inside wall on the 9 foot room has 2x4 studs with 1/2 plywood sheathing on the
carport side of the wall. A 3 foot wide by 7 foot tall door is installed on the side of the
inside wall.
The slab is concrete 12 1/2 foot wide by 25 1/2 foot long 4 inch thick with a 2 1/2 inch
high by by 6 1/2 inch wide curb on the 2 long sides and the back (opposite of
carport entry) end of the slab and a 16 x18 footing aroung the edge.
This evaluation examined the lateral support requirements based ASCE -7 -10
and the 2008 edition of Special Design Provisions for Wind and Seismic
and recommend any modifacions necessary to ensure the building meets all of
the requirements.
Lateral seismic loads were insignificant compared to wind loads. The structure
was analyzed for the loads applied by wind and the structural requirements were
reviewed for both wind and seismic requirements.
The following building modifications are required to provide adequate lateral
support.
Page 2 of 40
:i,I.Wikifs,sMi 1:3 -3i.1Q
5i1�1 ::i'!-1
ti
Install hold downs at wall ends:
stud
Introduction
Install 1/2" dia carbon steel anchor
bolt and holddown at each stud
location shown
(10 places)
Strongtie DTT2Z holdown
(allowable load =1825 lbf)
1/4 x 1 1/2 SDS screws
(8 places)
Red Head Trubolt Wedge Anchor
1/2 dia x 8" long w /nut and washer
(allowable load =1575 lbf)
sill plates
4 1/8 inches
oncrete slab /foundatio
Page 3 of 40
./
1
Introduction
Structure to resist vertical up load on short internal wall
When the wind is from the side that causes the framing on the side of the door
to be loaded in tension, structure is required to carry the load over to the outside wall
on the other side of the door.
Install an additional attic joist adjacent to the joists on each side of the internal wall.
Install 2 - 2x6 cross ties to connect the end of the wall just above the side door frame
to each of the built up joists as shown below.
Note A
Rafters
� C
install 1/2 dia bolts nuts
and washers each side of
cross tie, each set of joists
1" edge margin, 6" spacing
(8 bolts total)
New 2x6 joists
Top of internal wall
Install 2 - 2x6 cross ties centered above
3 studs at top of door (approx 3 ft
from outside wall)
Install joist hanger installed to accept
vertical up load (upside down)
(Simpson LUS26 -2 - 1684 lbf wind load)
Note A - install hurricane clips same as on existing joists on each end
of each new joist. (Simpson H2.5 - 415 lbf uplift)
Page 4 of 40
r
Attic floor and joists
Introduction
install 2x6 blocking between
opening in floor joists each side of opening
MINN
=IN III=111
■
add 2x6 blocking at all panel edges
8d nails 6"
spacing all
panel edges
12" spacing
field nailing
Internal Wall
Introduction
add 2 x 4 blocking at edge of panels
8d nails at 6" spacing all panel edges
12" spacing at remaing studs
Page 6 of 40
Wind Load Evaluation:
Parameters From ASCE -7 -10
Building Risk Category
Basic Wind Speed (V)
Wind
I or II Table 1.5 -1
110 Figure 26.5 -1A for Category II
100 Figure 26.5-1C for Category I
Wind Load Parameters
kd 0.85 Table 26.6 -1 and Section 26.6
Exposure B Section 26.7
Kzt 1 Sect 26.8.2
Enclosure Classification Part encl Section 26.10
GCpi 0.484461 Table 26.11 -1 and Sect 26.11
- 0.48446
Kz 0.7 Table 28.3 -1
qz 18.43072 Eq 28.3 -1
GCpf varies Fig 28.4 -1
wind pressure (p) varies Eq 28.4 -1
Worst load combination for lateral loads on building from Chapter 2 Section 2.4.1
Load combination 5 D +.6W
Calculation for exposure classification Ao = 125
Aroof = 450.7806
Aside = 510
A back = 164.0625
Ag = 164.0625
Aoi = 2.6
Agi = 1124.843
reduction factor for GCpi 0.880839
Page 7 of 40
1.1Aoi = 2.86
Aoi /Agi = 0.002311
Partially Enclosed
Wind
Estimate wind load on long side of garage: This orientation will result in highest diaphragm loads
Length of garage = 25.5 ft
12
12
1
6.25 ft
1
10 ft
12.5 ft
Page 8 of 40
Load Case A from Figure 24.4 -1
a =3ft
h= 13.25 ft
-0.48
-0.37
-0.48
open end —
0.69
wind direction
-0. 7
windward corner
0.69
Wind
Page 9 of 40
p1 1.392232
19.25017
P2 1.392232
19.25017
p3 - 15.7483
2.109605
p4 - 15.7483
2.109605
p 1 E 3.788226
21.64617
p2E 3.788226
21.64617
p3E - 17.7757
0.082225
p4E - 17.7757
0.082225
Roor horizontal and
WL2v = 8101451
WL2h = 8/01451
WL2Ev = 23.67641
WL2Eh = 23.67641
Wind
P3 = 15.74834 psf
P3 = - 2.1096 psf
L3 = 8.838835 ft
P4 = 15.74834 psf
P4 = - 2.1096 psf
L4 = 10 ft
P2 = 1.392232 psf
P2 = 19.25017 psf
L = 8.838835 ft
/
main wall
P3E = 17.77572 psf
P3E = - 0.08223 psf
P4E = 17.77572 psf
P4E = - 0.08223 psf
vertical loads:
120.3136 lbf/ft
120.3136 lbf/ft
135.2885 lbf/ft
135.2885 lbf/ft
P1 = 1.392232 psf
P1 = 19.25017 psf
L1 = 10 ft
P2E = 3.788226 psf
P2E = 21.64617 psf
edge (6 ft long)
P1 E = 3.788226 psf
PIE= 21.64617 psf
WL3v = 98.42711 13.18503 lbf/ft
WL3h = 98.42711 13.18503 lbf/ft
WL3Ev = 111.0982 - 0.51391 lbf/ft
WL3Eh = 111.0982 - 0.51391 lbf/ft
Wind
Side wall upper and lower end loads:
W L 1 = 6.961161 96.2 5087 lbf/ft
WL4 = 78.74169 - 10.548 lbf/ft
WL1 E = 18.94113 108.2308 lbf/ft
WL4E 88.87858 -0.41113 lbf/ft
Horizontal load on upper edge of side wall from wall and roof horizontal loads:
left right
1st 6 ft of wall (or last 6 ft for wind at opp corner) Pupr 199.9768 - 0.92504 42.61754 243.5194 lbf/ft
19.5 ft of wall Pupr = 177.1688 2.637006 15.66261 216.5645 lbf/ft
Vertical Loads on wall from roof
1st 6 ft of wall (or last 6 ft for wind at opp corner)
19.5 ft of wall
The wind load with the negative CGpf with the wind
shear wall ( rear wall and interior wall at 9ft from ba
Horizontal load at top of wall
Pv : 111.0982 - 0.51391 23.67641 135.2885 1bf /ft
98.42711 13.18503 8.701451 120.3136 1bf /ft
from the side results in the highest load on the the short
ck).
= 242.5944 lbf/ft for 6 foot at windward corner
219.2015 lbf/ft for remaining 19.5 ft of wall
The windward corner loading
long side shear wall, and the
the highest shear loading on
The left side vertical load is
The right side vertical load is
at the open end will cause the highest loading in the
windward corner loading on the back end will cause
the short shear walls.
0.513909 lbf/ft down on the windward corner section and
13.18503 lbf/ft up on the remaining wall
135.2885 lbf/ft down on the windward corner section and
120.3136 lbf/ft down on the remaining wall
Page 11 of 40
•
Wind
Reaction loads on walls parallel to wind load will be proportional to length of wall to any opening:
Back wall = 12.5 ft
Intermediate wall = 9.5 ft => length of wall - width of door
fraction of load in back wall =
fraction of load in intermediate wall =
0.568182
0.431818
horizontal loads on shear walls for design purposes
Total transverse load = 5729.995 Ibf
Rswb = 3255.679 Ibf
= 242.5944 lbf/ft
ww = 219.2015 Ibf /ft
19.5
Page 12 of 40
Rshi = 2474.316 Ibf
Diaphragm with max load on long shear walls
moment = 52157.07 ft-lbf
Rswb =
3255.679 lbf
=
2474.316 lbf
4
I-
4-
4-
4-
4-
I
4-
4- 4--
4-
4-
4- 4---
•
4-
Top Plate Load =
Chord stress =
4172.566 lbf
397.3872 psi
Wind
9ft
16.5 ft
1
w11 = 219.2015 lbf/ft
6ft
w12 = 242.5944 lbf/ft
Horizontal Diaphragm:
Diaphragm nail loads 1/2 inch plywood on 2x6 joists, blocking at all panel edges
From moment loads =
From transverse loads =
Total Nail Load =
163.63 lbf/ft
300.5745 lbf/ft
342.2277 lbf/ft
peak shear load at internal wall
Use 8d nails - 6 inch spacing
Wind
Nominal shear value for 15/32 wood structural panel with 8d nails spaced at 6"
vs = 755 lbf/ft Table 4.2A SDPWS
ASD factor = 0.5 Sect 4.2.3 SDPWS
allowable load = 377.5 lbf/ft
Weight of building and foundation:
Roof: multiplier for sloped roof = 1.414214
asphalt shingles 3 lbf/ft2 4.242641 lbf/ft2
felt 1 lbf/ft2 1.414214 lbf/ft2
sheathing 5/8 OSB 1.875 lbf/ft2 2.65165 lbf/ft2
Rafters 2x8 @ 24 oc 1.451059 lbf/ft2 2.052107 lbf/ft2
attic decking 1/2 plywood 1.5 lbf/ft2
attic joists 2 *6 @24 oc 1.1228 lbf/ft2
total weight of roof 4138.462 lbf
ridge beam 2x10 3.372 lbf/ft
roof load per foot per side 82.83232 lbf/ft
Add 25% for nails, blocking and misc 20.70808 lbf/ft
Roof load onto top of wall 103.5404 lbf/ft
Page 14 of 40
Wall
Top plates 2 -2x4
studs 2x4 @ 16 oc
Bottom Plate 2x4
T -111 siding
total wall weight per foot
add 25% for misc
Total weight of wall per foot
Slab
Slab weight per foot on each side
density = 145 Ibm/ft3
Wind
2.552 lbf/ft
10.50824 lbf/ft
1.276 lbf/ft
11.25 lbf/ft
25.58624 lbf/ft
6.396559 lbf/ft
31.98279 lbf/ft
309.8032 lbf/ft
Gable end wall weight per foot = 41.97742 lbf/ft
Page 15 of 40
Wind
Net loads on top of foundation due to gravity includin wind vertical loads (wind from side)
Fnd r = 122.3382 lbf/ft
Fnd I = roof + wall + wind =
255.8368 Ibf /ft
Side wall shear panel:
I
r
10 ft
1
25.5 ft --�
wt = 255.8368 lbf/ft
111111111111111
right side wall
Wind
P = 4172.566 lbf
Overturning moment = 41725.66 ft-lbf
restoring moment = 83178.94 ft-lbf
Therefore hold downs not required
Load on comp chord = 1636.3 lbf
Load on corner studs = 1977.416 lbf
stress in 3 studs = 125.5502 psi
shear /ft = 163.63 lbf/ft
wall & roof load is more than
enough resist tension load
Nominal shear value for 3/8 wood structural panel with 8d nails spaced at 6"
vs = 730 lbf/ft Table 4.3A SDPWS
ASD factor = 0.5 Sect 4.3.3 SDPWS
allowable load = 365 lbf/ft
Left side wall: restoring moment =
39775.2 ft-lbf still larger than overturning moment
so no hold down require.
Page 17 of 40
Wind
End wall Shear wt = 41.97742 lbf/ft
i
10 ft
1111111111!
12.5 ft
Rc = 2866.902 lbf
shear /ft = 260.4543 lbf/ft
d
R t = 2342.184 lbf
Horizontal
3255.679 lbf
shear on foundation bolts = 3255.679 lbs bolt allowable =
5 bolts installed = =>
Nominal shear value for 3/8 wood structural panel with 8d nails spaced at 6"
Table 4.3A SDPWS
Sect 4.3.3 SDPWS
vs =
ASD factor =
allowable load =
730 lbf/ft
0.5
365 lbf/ft
Page 18 of 40
665 Ibf
3325 lbf capable
Internal end wall shear
1
10 ft
Wind
L = 31.98279 Ibf /ft
111111111
9.5 ft
= 2474.316 lbf
Rc = 2756.461 Ibf Rt = 2452.625 Ibf
shear /ft = 260.4543 lbf/ft
shear /ft = 275.6461 Ibf /ft
shear /ft = 245.2625 Ibf /ft
top and bottom edge
compression edge
tension edge
Nominal shear value for 15/32 wood structural panel with 8d nails spaced at 6"
vs = 730 lbf/ft Table 4.3A SDPWS
ASD factor = 0.5 Sect 4.3.3 SDPWS
allowable load = 365 lbf/ft
Page 19 of 40
Wind
Structure to resist wall uplift when wind load is from left rather than right:
Because of the door on the left side of the inner wall, the tension load occurs about 3 ft from side wall. The slab is not
thick enough to use a hold down to resist the entire 2452.625 lbf load. A floor anchor will hold a total of 490 lbf.
The remainder will be transferred to the outer wall by attaching a cross tie above the end of the door frame to the joists
on each side of the inner wall and the shear wall section above the door.
RI1
12.5 ft
12 9.5
1962.625 lbf
Rr1
RI1 = RI2 & Rr1 = Rr2
RI1 = 745.7974 lbf
Rr1 = 235.515 lbf
Cross Tie: 2 - 2x6 DF
Bearing load at top of wall
brg stress = 186.9166 psi
brg allowable stress= 831.25 psi
1962.625 lbf
Page 20 of 40
21 in
PI = Pr =
M max =
S=
stress =
2x6 DF std
lb =
shear stress =
allowable =
981.3124 lbf
10303.78 in-lbf
7.5625 in3
681.2417 psi
& btr allow
2074.8 psi
178.4204 psi
252.7 psi
Load on joist:
Wind
745.7974 Ibf 235.515 Ibf
981.3124 Ibf
M max =
Stress =
26848.71 in-lbf
3550.242 psi
1775.121 psi
1 joist per side
2 joists per side
Install an additional joist on each side of the inner wall and install a cross tie to distribute the load to
each set of 2 joists.
Install 2 1/2 inch bolts on load per bolt = 245.3281 lbf
each side of cross tie attachment
point allowable load per bolt= 576 lbf
Concrete Slab Load * 490 lbf
affected length of concrete slab = 91.24138 in
moment at end of affected length. 1862.845 in -Ibf
moment at center = - 3725.69 in-lbf
we = 5.37037 lbf/ft
Page 21 of 40
Wind
allowable tension in concrete = 88 Ibf /in2
Section Modulus of affected slab: 42.66667 in3
max allowable moment = 3754.667 in-lbf
Portion of load carried by end of shear wall:
3
T= 781.3629
approximate shear load =
load carried by joists =
260.4543 Ibf/ft
1181.262 lbf
deflection of joist at point of load application: 0.295225 in
the joists can carry the total load if required, but the floor anchor, and wall above door, can work
together to minimize the deflection on all members to ensure no objectional damage during peak
wind loads.
Page 22 of 40
Foundation Loads:
P=
Wind
25.5 ft
P2 = 2452.6251bf P1 = 2342.184 lbf
343,z „i,ifaa- ,ft I i
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Load = 309.8032 lbf/ft
span 1 =
span 2 =
25.5 ft
16.5 ft
P1 concrete conditions:
L affected concrete = 4.140768 ft
end reaction of affected footing = P - wL = 0 lbf
moment at end of affected concrete (PL- wL ^2/2) *12 = 58190.65 in -Ibf
footing width =
footing height =
c=
1=
allowabe tensile stress =
18 in
16 in
8 in
6144 in4
88 psi
Max allowable moment = 67584 in-lbf
Page 23 of 40
E
Wind
P2 concrete conditions:
L affected concrete = 4.336017 ft
moment at end of affected sections = 5317.311 in -Ibf
moment at center of effected section = - 10634.6 in-lbf
Max allowable moment = 67584 in -Ibf
Page 24 of 40
Wind Y
Deflection of Shear Walls and Diaphragm: see SDPWS 4.2.3 & 4.3.2
horizontal diaphragm
A = area of chord (in2) 10.5 in2
W = diaphragm width (ft) 12.5 ft
E = elastic modulus (lbf/in2) 1800000 lbf/in2
Ga = mod of rigidity (lbf/in2) 9.5 lbf/in2
L = diaphragm length (ft) 25.5 ft
v = shear load (lbf/ft) 300.5745 lbf/ft
sumdx = sum of chord splice slip (in) 0.1104 in
deflection = 0.325286 inches
shear walls side rear internal
A Area of boundary element (in2) 10.5 10.5 10.5 in2
b wall width (ft) 25.5 12.5 9.5 ft
da deflection due to anchorage (in) 0.06 0.06 0.06 in
E elastic modulus (lbf/in2) 1800000 1800000 1800000 lbf/in2
Ga mod of rigidity (lbf/in2) 12 12 10 lbf/in2
h wall height (ft) 10 10 10 ft
v shear load (lbf/ft) 163.63 260.4543 260.4543 lbf/ft
deflection 0.162604 0.273865 0.335217 in
max deflection of front edge of roof = 0.697859 in
Deflection must not be more than 1/2 the thickness of the wall which is 3.5 inches
Page 25 of 40
2ft x 3ft opening in horizontal diaphragm
4172.566 Ibf •
Wind
4 25.5ft
210IbrX1111111111111111111 414Ullii
3 ft —1
4172.566 Ibf
3255.679 Ibf
5ft
t
2474.316 Ibf
2ft
242.5944 If /ft
1
12.5 ft
shear di agram
260.4543 Ibf /ft R 1
102.6292 Ibf /ft
300.5745 Ibf /ft
137.7015 lbf/ft
172.7737 Ibf /ft
shear diagram
116.4453 Ibf /ft
Page 26 of 40
_163.63 lbf/ft
q = 3255.679 <x > ^ -1 - 219.202 <x > "0
-V = 3255.679 <x > "0 - 219.202 <x>
M = 3255.679 <x> - 219.202/2 <x > "2
X -V M TorC
0 3255.679 0 0
3 2598.074 9767.036 781.3629
5 2159.671 16278.39 1302.272
6 1940.47 19534.07 1562.726
7 1721.269 22789.75 1823.18
9 1282.866 29301.11 2344.089
a
1079.836 Ibf
227.3338 Ibf /ft
b
ra
Wind
Ibf /ft n op Ibf /ft open
260.4543
207.846
172.7737 227.3338
155.2376 204.26
137.7015 181.1862
102.6292
a = 1358.466 Ibf
b = 204.26 Ibf c
219.2015 Ibf /ft
1562.726 Ibf
i
4.75 ft
970.235 Ibf
204.26 Ibf /ft
Page 27 of 40
1562.726 Ibf
970.235 Ibf
204.26 Ibf /ft
6
0
a = 1766.986 Ibf
b = 204.26 Ibf t
c
•
1079.836 Ibf
227.3338 Ibf /ft
5
6
■
IV
i.
Wind
219.2015 Ibf/ft
i
4.75 ft
860.6343 Ibf
181.1862 Ibf/ft
0 0 Ibf
d = 1335.392 Ibf
c = 227.3338 Ibf t
1
4.75 ft
970.235 Ibf
204.26 Ibf /ft
1562.726
Page 28 of 40
970.235 Ibf
204.26 Ibf /ft
1562.726 4_____
6
■
0
a
d = 1743.912 Ibf
c = 181.1862 Ibf c
4--
I.
c
d
Wind
1
4.75 ft
860.6343 Ibf
181.1862 Ibf /ft
Chord Forces
w/o opng w opng change
5a 1302.272 C 1358.466 C 56.1943 C
5b 0 204.26 C 204.26 C
5c 0 227.3338 T 227.3338 T
5d 1302.272 T 1335.392 T 33.12046 T
7a 1823.18 C 1766.986 C 56.1943 T
7b 0 204.26 T 204.26 T
7c 0 181.1862 C 181.1862 C
7d 1823.18 T 1743.912 T 79.26814 C
Page 29 of 40
Shear w/o opng change resultant
3 a -b 207.846 28.09715 235.9431
b -c 207.846 130.2272 338.0731
c-d 207.846 16.56023 224.4062
5 a -b 172.7737 28.09715 200.8709
b -c 172.7737 130.2272 303.0009
c -d 172.7737 16.56023 189.334
7 a -b 137.7015 - 28.0972 109.6043
b -c 137.7015 - 130.227 7.474331
c -d 137.7015 - 39.6341 98.06741
9 a -b 102.6292 - 28.0972 74.5321
b -c 102.6292 - 130.227 - 27.5979
c -d 102.6292 - 39.6341 62.99518
Wind
Page 30 of 40
F
b
m
d
243.65
84.26
198.39
168.21
Wind
84.26
168.52
148.67
87.95
ca
9
243.65
57.77
173. 4
94.19 53.58 47.85
74.34 3.69
233.7 158.28 148.67 78.002
252.47 168.52
282.65 188.38
188.46
Page 31 of 40
82.81
-26.49
Wind
Shear stresses in blocking between 3/5 and 7/9
sum forces horizonal = F35 +F56 + F67 + F79 - F'79 - F'35
F'35 = F'79
F'35b =
F'35c =
571.56
571.575
lbf shear =
lbf shear =
285.78 lbf/ft
285.7875 lbf/ft
Blocking from 3 through 9 will tranfer any increase stresses from opening
Page 32 of 40
Wind
Estimate windloads with wind parallel to the ridge line of the roof:
-0.53
-0.48
0.4
-0.45
-0.37
- 0.29
0.61
wind direction
windward corner
same
- 1.07
- 0.48
Load Case B - Fig 28.4 -1
-0.43
rev
Page 33 of 40
rev
Wind
Horizontal loads on upper end of side walls:
left wall right wall
windward edge= 17.77572 - 0.08223 17.77572 - 0.08223 psf
away from edge= 17.22279 - 0.63515 17.22279 - 0.63515 psf
Load on upr end
windward edge= 88.87858 - 0.41113 88.87858 - 0.41113 lbf/ft
away from edge= 86.11397 - 3.17573 86.11397 - 3.17573 lbf/ft
Total Load on upper edge of wall - wall and roof horizontal loads
windward edge= 205.7364 4.834564 267.9401 67.03824 lbf/ft
away from edge= 184.5411 - 16.3608 221.4025 20.50068 lbf/ft
Horizontal Load on Diaphragm:
windward edge= 62.20368 62.20368 lbf/ft
away from edge= 36.86144 36.86144 lbf/ft
These loads are significantly lower than winds from side condition
Page 36 of 40
Wind .
,
Estimate of Trubolt Wedge Anchor
1/2 dia bolt with 4 1/8' embedment and 2 1/2 inch edge distance
2000 psi concrete rating
4000 psi concrete rating
full load rating edge distance
65% rating edge distance
4660 lbf Ultimate
9640 lbf Ultimate
3 1/8 inch
1 9/16 inch
Estimated rating for 3000 psi concrete = 7150 lbf ultimate
Estimated edge margin reduction = 0.86
Bolt Load safety factor = 4
Allowable bolt load at 2.5 edge distance = 1537.25 lbf
Allowable load for DTT2Z hold down = 1825 lbf in 1 1/2 DF stud
w /8SDS screws
Page 37 of 40
Estimate of seismic loads.
Seismic Parameters
Risk Category
Seismic Importance
Spectral Response
Ss =
S1 =
Fa =
Fv =
Sms =
Sm1 =
Site Class
Design Spectral acc parameters
Sds =
Sd 1 =
Response Modification Factor
Analysis Procedure Used
Factor
1.501
0.518
1
1.5
1.501
0.777
Seismic
Design Base Shear
I or II Table 1.5 -1 ASCE -7 -10
1 Table 1.5 -2 ASCE -7 -10
USGS earthquake design maps
USGS earthquake design maps
USGS earthquake design maps
USGS earthquake design maps
ASCE 7 11.4.3
ASCE 7 11.4.3
D ASCE 7 11.4.2
1.000667 ASCE 7 11.4.4
0.518 ASCE 7 11.4.4
6.5 ASCE 7 Table 12.14 -1 item 13
simplified ASCE 7 12.14.8
V = F *Sds*W /R
F= 1
Base Shear =
Vertical distribution of Force
Fx top of slab =
Fx top of Wall =
3719.535 lbf
Fx = WxNV*V
1287.15 lbf
974.4948 lbf
Page 38 of 40
ASCE 7 12.14.8.1
Seismic
Length of garage = 25.5 ft
12
12
Weight of Roof 6329.996 lbf
Weight of Walls 2030.907 lbf
Weight of building 8360.903 lbf
Weight of Slab 15799.97 lbf
Loads on attic ceiling diaphragm:
Rh1 = 553.6902 lbf _®
9ft
Rh2 = 420.8044lbf
16.5 ft
1
•
1
12.5 ft
6.25 ft
10ft
12.5 ft
F = 974.4948 lbf
Rvl = 691.0054 lbf Rvr : 691.0054 lbf
Page 39 of 40
Seismic
shear wall at Rh2 = 9.5 ft long
lateral shear load peak =
vertical shear load =
Loads on rear shear wall:
50.44444 lbf/ft
27.09825 lbf/ft
wt = 73.96021 lbf/ft
Rvl = 905.2035 lbf
12.5 ft
1
F =� 553.6902 lbf
I
10ft
Rvr = - 19.2992 lbf
lateral shear load = 44.29522 lbf/ft
vertical shear load = 90.52035 lbf/ft
Loads on interior shear wall:
wt = 31.98279 lbf/ft
Rvl = 594.8704 Ibf
9.5 ft
1
F = 420.8046 lbf
10ft
Rvr = 291.0339 lbf
lateral shear load = 44.29522 lbf/ft
vertical shear load = 59.48704 lbf/ft
Page 40 of 40
•
city of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
November 14, 2011
Paul Vaughn
4531 S 137th St
Tukwila, WA 98168
RE: Incomplete Letter #1
Development Permit Application D11 -364
Vaughn Carport — 4531 S 137 St
Dear Mr. Vaughn,
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on
November 8, 2011 is determined to be incomplete. Before your application can continue the plan review
process the attached/following items from the following department(s) need(s) to be addressed:
Building Department: Dave Larson at 206 431 -3678 if you have any questions regarding
the attached comments.
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.
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.
If you have any questions, please contact me at the Permit Center at (206) 431 -3670.
Sincerely, , p
ROJ--
v�
Bill Rambo
Permit Technician
Enclosures
File: D11 -364
W:\Permit Center \Incomplete Letters \20I1\D11 -364 Incomplete Ltr # 1.doc
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
Tukwila Building Division
Dave Larson, Senior Plan Examiner
Determination of Completeness Memo
Date: November 10, 2011
Project Name: Vaughn Carport
Permit #: D11 -364
Plan Review: Dave Larson, Senior Plans Examiner
The Building Division has deemed the subject permit application incomplete. To assist the applicant in
expediting the Department plan review process, please forward the following comments.
(GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size).
(If applicable) Structural Drawings and structural calculations sheets shall be original signed wet
stamped, not copied.)
1. Please provide a foundation plan.
2. Please provide a typical cross - section specific to your project. I have included an example of one
with this letter. Do not submit this example as it does not match your project.
3. The front opening of the garage will need lateral wall bracing panels. There is a generic code
method of bracing this wall line that involves two 16 inch wing walls, one on each side of the
opening. If you prefer to not add these brace walls a structural engineer would be needed to
evaluate the lateral bracing system. I am also enclosing a copy of the generic brace walls for your
review.
Should there be questions concerning the above requirements, contact the Building Division at 206 -431-
3670. No further comments at this time.
• •
R602.10.3.3 Method PFH: Portal frame with hold- downs.
Method PFH braced wall panels constructed in accordance with one of the following
provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as
required by Section R602.10.3 for use adjacent to a window or door opening with a
full - length header:
1. Each panel shall be fabricated in accordance with Figure R602.10.3.3. The wood
structural panel sheathing shall extend up over the solid sawn or glued - laminated
header and shall be nailed in accordance with Figure R602.10.3.3. A spacer, if
used with a built -up header, shall be placed on the side of the built -up beam
opposite the wood structural panel sheathing. The header shall extend between
the inside faces of the first full - length outer studs of each panel. One anchor bolt
not less than 5/8inch- diameter (16 mm) and installed in accordance with Section
R403.1.6 shall be provided in the center of each sill plate. The hold -down
devices shall be an embedded -strap type, installed in accordance with the
manufacturer's recommendations. The panels shall be supported directly on a
foundation which is continuous across the entire length of the braced wall line.
The foundation shall be reinforced as shown on Figure R602.10.3.2. This
reinforcement shall be lapped not less than 15 inches (381 mm) with the
reinforcement required in the continuous foundation located directly under the
braced wall line.
2. In the first story of two -story buildings, each wall panel shall be braced in
accordance with item 1 above, except that each panel shall have a length of not
less than 24 inches (610 mm).
EXTENT OF HEADER
DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)
EXTENT OF HEADER
SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)
MAX
HEIGHT
10'
6' TO IS'
FASTEN TOP PLATE TO HEADER WITH TWO
ROWS OF 16D SINKER NAILS AT 3' O.C. TYP.
1000 LB STRAP OPPOSITE SHEATHING
FASTEN SHEATHING TO HEADER WITH RD COMMON OR
GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND
3' O.C. INALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP
ION.WiDTH = 16' FOR ONE STORY STRUCTURE
MN. WIDTH = 24' FOR USE IN THE FIRST OF TWO
STORY STRUCTURES
MIN_ 2x4 FRAMING
3®' M1N_ THICIWESS WOOD
STRUCTURAL PANEL SHEATHING
MN.
DOUBLE
2x4 POST
MN. 4200 LB 71E-DOWN DEVICE (EMBEDDED INTO
CONO2ETE AND NAILED INTO FRAMING)
SEE SECTION R602.10.3.3
itt4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
TYPICAL PORTAL
FRAME
CONSTRUCTION
FOR A PANEL SPIJCE
(IF NEITf), PANEL
EDGES SHALL BE
BLOCKED, AND OCCUR
WITHIN 24' OF MID-
HEIGHT. ONE ROW OF
TYP. SHEATHING -TO-
FRAMING NAILING 18
REQUIRED.
IF 2x4 BLOCKING IS
USED, THE 2x4'S MUST
BE NAILED TOGETHER
WITH 9 160 SINKERS
FIGURE R602.10.3.3
METHOD PFH: PORTAL FRAME WITH HOLD -DOWNS
MIN. 1000 LB
TIE DOWN
DEVICE
ERMIT COORD COPS
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D11 -364
DATE: 01/13/12
PROJECT NAME: VAUGHN CARPORT
SITE ADDRESS: 4561 S 137 ST
Original Plan Submittal X Response to Incomplete Letter # 1
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
Building ivision Fire Prevention
Public Works
Structural
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete
DUE DATE: 01/17/12
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROUTING:
Please Route n Structural Review Required
REVIEWER'S INITIALS:
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Notation:
REVIEWER'S INITIALS:
Approved with Conditions
DUE DATE: 02/14/12
Not Approved (attach comments)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
"EMIT COORD COPY,
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D11 -364
PROJECT NAME: VAUGHN CARPORT
DATE: 11/08/11
SITE ADDRESS: 4531 S 137 ST
X Original Plan Submittal
Response to Incomplete Letter #
Response to Correction Letter # Revision # after Permit Issued
DEPA TMEI�TS: ( MA AM I
b.-- Ong
Building Division
Public WNW— � Structural
Fire Prevention
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete
DUE DATE: 11/10/11
Not Applicable
Comments:
Permit Center Use Only J�
INCOMPLETE LETTER MAILED: 11 • 1-Lt
LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg- Fire ❑ Ping ❑ PW ❑ Staff Initials: V�P�
TUES/THURS ROUTING:
Please Route
Structural Review Required n No further Review Required
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS:
Approved
Notation:
REVIEWER'S INITIALS:
Approved with Conditions
DUE DATE: 12/08/11
Not Approved (attach comments) n
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
•
"ti
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.tulcwila.wa.us
RECEIVED
CriVornstwu
IJAN 11.3 10121
Main' Com
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: t l 1- 312v1�-
Plan ChecWPermit Number: D 11-364
® 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: Vaughn Carport
Project Address: �4561 S 137 St
Contact Person: � c.L. \ '1 cou+-)
Summary3f Revision:
O uL�_
Phone Number: 7-0 Cr 3gq-1"19.6Q1-
1' C7 tti - O +Q
Lo t
I S uCG.< 02k,.., I r to>�
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: A
dEntered in Permits Plus on
,5d-s
5
\applications \forms- applications on line \revision submittal
Created: 8 -13 -2004
Revised:
•
CITY OF TUKWILA
Department of Community Development
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670 FAX (206) 431 -3665
E -mail: tukplan@ ci.tukwila.wa.us
Permit Center /Building Division
206 431 -3670
Public Works Department
206 433-0179
Planning Division
206 431 -3670
AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION
STATE OF WASHINGTON)
) ss.
COUNTY OF KING )
RA-ta \k.A cIn
[please print name]
, states as follows:
PERMIT NO: t 1 I v 63/4
1. I have made application for a permit from the City of Tukwila, Washington.
2. I understand that state law requires that all building construction contractors be registered with the
State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the
Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have
read or am familiar with RCW 18.27.090.
3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the
City of Tukwila must verify either that the contractor is registered by the State of Washington, or that
one of the exemptions stated under RCW 18.27.090 applies.
4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I
hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090,
I consider the work authorized under this permit to be exempt under number and will therefore
not be performed by a registered contractor.
5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to
persons making electrical installations on their own property or to regularly employed employees
working on the premises of their employer. The proposed electrical work is not for the construction
of a new building for rent, sale or lease.
I understand that I may be waiving certain rights that I might otherwise have under state law in any decision
to engage an unregistered contractor to perform construction work.
RC‘,A V `n+J
Owner /Owner's Agent
Signed and sworn to before me this
day of ' /Z
,20// .
• .14\ NOTARY PUBLIC in and or the State of Washington
Residing at
Name as commissioned:
My commission expires:
, County
��/Lah4,14-
18.27.090 Exemptions. The region provisions of this chapter do not apply to.
1. An authorized representative of the United States
government, the state of Washington, or any incorporated
city, town, county, township, irrigation district, reclamation
district, or other municipal or political corporation or
subdivision of this state;
2. Officers of a court when they are acting within the scope
of their office;
3. Public utilities operating under the regulations of the
utilities and transportation commission in construction,
maintenance, or development work incidental to their own
business;
4. Any construction, repair, or operation incidental to the
discovering or producing of petroleum or gas, or the
drilling, testing, abandoning, or other operation of any
petroleum or gas well or any surface or underground mine
or mineral deposit when performed by an owner or lessee;
5. The sale of any finished products, materials, or articles of
merchandise that are not fabricated into and do not become
a part of a structure under the common law of fixtures;
6. Any construction, alteration, improvement, or repair of
personal property performed by the registered or legal
owner, or by a mobile /manufactured home retail dealer or
manufacturer licensed under chapter 46.70 RCW who shall
warranty service and repairs under chapter 46.70 RCW;
7. Any construction, alteration, improvement, or repair
carried on within the limits and boundaries of any site or
reservation under the legal jurisdiction of the federal
government;
8. Any person who only furnished materials, supplies, or
equipment without fabricating them into, or consuming
them in the performance of, the work of the contractor;
9. Any work or operation on one undertaking or project by
one or more contracts, the aggregate contract price of
which for labor and materials and all other items is less
than five hundred dollars, such work or operations being
considered as of a casual, minor, or inconsequential nature.
The exemption prescribed in this subsection does not apply
in any instance wherein the work or construction is only a
part of a larger or major operation, whether undertaken by
the same or a different contractor, or in which a division of
the operation is made into contracts of amounts less than
five hundred dollars for the purpose of evasion of this
chapter or otherwise. The exemption prescribed in this
subsection does not apply to a person who advertises or
puts out any sign or card or other device which might
indicate to the public that he or she is a contractor, or that
he or she is qualified to engage in the business of
contractor;
10. Any construction or operation incidental to the
construction and repair of irrigation and drainage ditches
of regularly constituted irrigation districts or reclamation
districts; or to farming, dairying, agriculture, viticulture,
horticulture, or stock or poultry raising; or to clearing or
other work upon land in rural districts for fire prevention
purposes; except when any of the above work is performed
by a registered contractor;
ii. An owner* who contracts for a project with a registered
contractor, except that this exemption shall not deprive the
owner of the protections of this chapter against registered
and unregistered contractors. The exemption prescribed in
this subsection does not apply to a person who performs
the activities of a contractor for the purpose of leasing or
selling improved property he or she has owned for less than
twelve months;
12.* Any person working on his or her own property,
whether occupied by him or her or not, and any person
working on his or her personal residence, whether owned
by him or her or not but this exemption shall not apply to
any person who performs the activities of a contractor on
his or her own property for the purpose of selling,
demolishing, or leasing the property;
13. An owner* who performs maintenance, repair, and
alteration work in or upon his or her own properties, or
who uses his or her own employees to do such work;
14. A licensed architect or civil or professional engineer
acting solely in his or her professional capacity, an
electrician certified under the laws of the state of
Washington, or a plumber certified under the laws of the
state of Washington or licensed by a political subdivision of
the state of Washington while operating within the
boundaries of such political subdivision. The exemption
provided in this subsection is applicable only when the
person certified is operating within the scope of his or her
certification;
15. Any person who engages in the activities herein
regulated as an employee of a registered contractor with
wages as his or her sole compensation or as an employee
with wages as his or her sole compensation;
16. Contractors on highway projects who have been
prequalified as required by RCW 47.28.070, with the
department of transportation to perform highway
construction, reconstruction, or maintenance work;
17. A mobile /manufactured home dealer or manufacturer
who subcontracts the installation, set -up, or repair work to
actively registered contractors. This exemption only applies
to the installation, set -up, or repair of the
mobile /manufactured homes that were manufactured or
sold by the mobile /manufactured home dealer or
manufacturer;
18. An entity who holds a valid electrical contractor's
license under chapter 19.28 RCW that employs a certified
journeyman electrician, a certified residential specialty
electrician, or an electrical trainee meetiffhe ,
requirements of chapter 19.28 RCW to erforni plumbing
work that is incidentally, directly, an immediately
appropriate to the like -in -kind replacement of a household
appliance or other small household utilization equipment
that requires limited electric power'and limited waste
and /or water connections. An electrical trainee must be
supervised by a certified electrician while performing
plumbing work.
• Per Washington State Department of Labor and Industries lessee has
been interpreted to be equivalent to owner for purposes of exemptions.