HomeMy WebLinkAboutPermit D15-0216 - COTTAGE CREEK CONDOS - ROOF AND STRUCTURE REPAIRCOTTAGE CREEK CONDOS
AA, -90MA'I'Ll
15344 62 AVE S
D15-0216
City of Tukwila
• Department of Community Development
« 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.Rov
DEVELOPMENT PERMIT
Parcel No: 1770500000 Permit Number: D15-0216
Address: 15344 62ND AVE S Issue Date: 1/7/2016
Permit Expires On: 7/5/2016
Project Name: COTTAGE CREEK CONDOS - CARPORT
Owner:
Name:
Address: WA,
Contact Person:
Name: STEPHEN TAPP
Address: 2330 E MADISON ST, SEATTLE, WA,
98112
Contractor:
Name: D & J CUSTOM METAL FAB INC
Address: 11615 12TH AVE S , SEATTLE, WA,
98168
License No: DJCUSMF011MH
Lender:
Name: COTTAGE CREEK CONDOMINIUM
ASSO
Address: PO BOX 88344, TUKWILA, WA, 98138
DESCRIPTION OF WORK:
Phone: (206) 459-5151
Phone: (206) 242-3238
Expiration Date: 5/1/2016
REPLACE DAMAGED ROOF AND STRUCTURE ON EXISTING CARPORT
Project Valuation: $15,000.00 Fees Collected: $657.82
Type of Fire Protection: Sprinklers: NO
Fire Alarm: NO
Type of Construction: VB Occupancy per IBC: U
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
2012
National Electrical Code:
2014
International Residential Code Edition:
2012
WA Cities Electrical Code:
2014
International Mechanical Code Edition:
2012
WAC 296-466:
2014
Uniform Plumbing Code Edition:
2012
WA State Energy Code:
2012
International Fuel Gas Code:
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Permit Center Authorized Signature: cAAA Date:
I hearby 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 permit.
Sign
Prirr
Date: — 1
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: 'BUILDING PERMIT CONDITIONS'
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
S: The special inspections for steel elements of buildings and structures shall be required. All welding shall be
done by a Washington Association of Building Official Certified welder.
6: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
7: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
8: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
10: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
11: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
on satisfactory completion of this requirement.
12: 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.
13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
15: 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.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700
BUILDING FINAL"
0201
FOOTING
0409
FRAMING
0401
ROOF SHEATHING
4027
SI-COLD-FORM WELD
4000
SI-CONCRETE CONST
4034
SI-METAL PLATE CONN
4028
SI-REINF STEEL -WELD
4025
SI-STEEL CONST
4026
SI-STRUCT STEEL
4004
SI-WELDING
CITY OF TUKWILA
• ,i �� Community Development Department
Public Works Department
' Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
httv://ivww.TukwilaWA.gov
Building Permit No.�_�
Project No.
Date Application Accepted:
Date Application Expires:
use
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 LOCATION 15372,15374,15376,15378 62nd. Ave. South, Tukwila, Wa. 98188
1770500000
UNITS 15372,15374,15376,15378 King Co Assessor's Tax No.:
Site Address: 62nd. AVENUE SOUTH Suite Number: Floor:
Tenant Name: Cottage Creek Condo Association New Tenant: ❑ ..... Yes ®.. No
PROPERTY OWNER
Name: Board President - Shana Kirby
Address:
City: State: Zip:
CONTACT PERSON — person receiving all project
communication
Name:
Stephen Tapp
Address:
2330 East Madison Street
City:
Seattle State: Wa. Zip: 98112
Phone:
206-459-5151 Fax:
Email:
archeng2330@gmaii.com
GENERAL CONTRACTOR INFORMATION
Company Name: D&J Custom Metal Fabricators
Address: 11615 - 12th Avenue South
City: Seattle State: Wa. Zip: 98168
Phone: 206-242-3238 Fax:
Contr Reg No.: DJCUSMF11 Exp Date: 4/16/16
Tukwila Business License No.:
ARCHITECT OF RECORD
Company Name: Stephen Tapp Architect/P.E.
Architect Name: Stephen Tapp
Address: 2330 East Madison Street
City: Seattle State: Wa. Zip: 98112
Phone: 206-459-5151 Fax:
Email: archeng2330@gmaii.com
ENGINEER OF RECORD
Company Name: Stephen Tapp Architect/P.E.
Engineer Name: Stephen Tapp
Address: 2330 East Madison Street
City: Seattle State: Wa. Zip: 98112
Phone: 206459-5151 Fax:
Email: archeng2330@gmail.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: /'
O
Address: ca ,3 ,j"t-
5 S
r o
City: State: Zip:
P1
•
H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page I of 4
BUILDING PERMIT INFORMATII - 206-431-3670
Valuation of Project (contractor's bid price): $ 15,000 Existing Building Valuation: $ 250
Describe the scope of work (please provide detailed information): REPLACE DAMAGED ROOF AND STRUCTURE ON
EXISTING CARPORT
Will there be new rack storage? ❑ .... Yes O ..No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
I' Floor
2" Floor
P Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
720 SQ.FT.
to be
720 SQ.FT.
lIB
U
Attached Carport
demolished
Detached Carport
Covered Deck
Uncovered Deck
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: NIA
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: 2 Compact: Handicap:
Will there be a change in use? ❑....... Yes ®.......No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ .......Sprinklers El Automatic Fire Alarm ®....... None - El ....... 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 8-112"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.
li:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised . 2-7-12.doex
Revised: February 2012 Page 2 of 4
- I PUBLIC WORKS PERMIT INFGjL ATION — 206-433-0179
Scope of Work (please provide detailed information): N/A
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
®..Tukwila ❑... Water District #125 ❑... Highline El ... Renton
❑ .. Water Availability Provided
Sewer District
® ..Tukwila El ...Valley View ❑... Renton El ... Seattle
❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided
N/A Septic System:
El On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
N/A Submitted with Application (mark boxes which apply):
❑ .. Civil Plans (Maximum Paper Size — 2211 x 34")
❑ .. Technical Information Report (Storm Drainage) El ... Geotechnical Report ❑ .. Traffic Impact Analysis
❑ .. Bond El ... Insurance El ... Easement(s) El ... Maintenance Agreement(s) El.. Hold Harmless — (SAO)
.. Hold Harmless — (ROW)
N/A Proposed Activities (mark boxes that apply):
❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑... Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use - No Disturbance El ... Right-of-way Use — Potential Disturbance
❑ .. Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
N/A
❑ .. Total Cut cubic yards
❑ .. Total Fill cubic yards
❑ .. Sanitary Side Sewer
❑ .- Cap or Remove Utilities
❑ .. Frontage Improvements
❑ .. Traffic Control
❑ .. Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑... Work in Flood Zone
El ... Storm Drainage
El ... Abandon Septic Tank
❑... Curb Cut
El ... Pavement Cut
... Looped Looped Fire Line
❑ ... Grease Interceptor
El ... Channelization
❑... Trench Excavation
El ... Utility Undergrounding
❑ .. Permanent Water Meter Size (1) WO # (2) " WO # (3)
❑ .. Temporary Water Meter Size (1) WO # (2) " WO # (3)
❑ .. Water Only Meter Size........... WO # ❑ .. Deduct Water Meter Size _
❑ .. Sewer Main Extension............ Public ❑ Private ❑
❑ .. Water Main Extension............ Public ❑ Private ❑
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment
Monthly Service Billing to:
Name:
Mailing
Water Meter Refund/Billing:
Day Telephone:
City
Day Telephone:
WO#
WO#
State Zip
Mailing
City
State Zip
H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
ReviwA Felm— 2017 Pape 3 of 4
PERMIT APPLICATION NOTES —
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.
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.
BUILDING OWNER OR
Signature:
Stephen
Print Name:
Mailing Address:
2330 East Madison Street
8/21 /15
Day Telephone: 206-459-5151
Seattle, Wa. 98122
City
State
Zip
H:1Applications\Forms-Applications On Line12012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 4 of 4
DESCRIPTIONS
PermitTRAK
ACCOUNTQUANTITY
PAID
$716.08
D15-0216 Address: 15344 62ND AVE S Apn: 1770500000
$408.02
DEVELOPMENT
$388.80
PERMIT FEE
R000.322.100.00.00
0.00
$384.30
WASHINGTON STATE SURCHARGE
13640.237.114
0.00
$4.50
TECHNOLOGY FEE
$19.22
TECHNOLOGY FEE
R000.322.900.04.00
0.00
$19.22
D15-0275 Address: 15344 62ND AVE S BLDG A Apn: 1770500000
$308.06
DEVELOPMENT
$308.06
PERMIT FEE
TOTAL PAID RECEIPT: •
R000.322.100.00.00 0.00
$308.06
$716.08
Date Paid: Thursday, January 07, 2016
Paid By: D & J CUSTOM METAL FABRICATION
Pay Method: CHECK 1834
Printed: Thursday, January 07, 2016 1:43 PM 1 of 1 OR SYSTEMS
Date Paid: Tuesday, August 25, 2015
Paid By: COTTAGE CREEK CONDOMINIUM ASSO
Pay Method: CHECK 2963
Printed: Thursday, January 07, 2016 2:11 PM 1 of 1 CRW SY57EMS
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36771
Permit Inspection Request Line (206) 438-9350
Pro„(ect� � f'���
V�d l
Type ofln ection f,
� v'
A dress:
12 q 4 6 r of e
Date Call ..
Speciaall Instructions:
�1 e 4/0'�'°
Date Wanted: a.m.
p.m.
Requester: -
Phone No:
� - -7 3
Inspector: 4L- I
Date .>-6 114
El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
M
INSPECTION RECORD
Retain a copy with permit �S �vI
l ECTION NO. PERMIT NO.
CITY OE TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
l o el �
Type of Inspection: c
r
Address.
Date Called:
S—Pecigl Instructions:
Y
Date anted: a.m.
Requester: ---F--'—
Phone No:
jInspector: V li / IDate—,
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
Stephen Tapp
Architect / P.E.
2330 East Madison Street
Seattle, Washington 98112
(206)320-0534
Cell (206) 459-5151
April 22, 2016
Bill Rambo
Department of Community Development
6300 Southcenter BLVD, Suite #100
Tukwila, Washington 98188
Project: Cottage Creek Condos Carport Replacement
15372,15374,15376,15378 62"" Avenue South
Tukwila, Washington 98188
Building Permit Number: DI5-0216
Final Review of Installation: 4/22/16
Bill,
My office has reviewed the final installation of the replacement structure for the above mentioned
damaged carport rebuild. The installation of new materials, connections, and workmanship is in
conformance with my structural design intent and the parameters 2012 IBC and is therefore
approved as installed.
Sincerely,
Stephen Tapp
RE V tV-W—ED FQR
CODE
APPROVED
SEP 2 4 2015
CifyofTubft
BUILDING DNqBMN
Job Number: T15H3
August 2015
Code: 2012 IBC
Stephen Tapp
Architect/P.E.
2330 East Madison Street
Seattle, Washington 98112
Office (206) 320-0534
Cell (206) 459-5151 FIL
Engineering Calculations
Steel Beam and Column Calculations
Lateral Engineering Analysis for Seismic Loading
for
Damaged Carport Replacement
Cottage Creek Condominiums
15372,15374,15376,15378 62nd. Avenue South
Tukwila, Washington 98188
REVIEWED FOR COMPLIANCE RECEIVED
WITH REQUIREMENTS OF THE CITY OF TUKWILA
2012 CODE
CORRECTOW
LTR#
SEP 10 2015
PER
8/21/2015 1:52 PM - 1 -C2 •
to
T CENTER
Loading Requirements
ASCE 7-10
Codes
2012 IBC
AISC/ASD Ninth Edition
.ACI 11
NDS 2007
SEAW Rapid Solutions Methodology for Wind Design
Wind Design
Wind Speed = 90 mph
Wind Exposure = `B'
Soil Loads (assumed)
No soils report available
Assumed Soil Density =120 pcf
Assumed Soil Bearing Pressure =1500 psf
Building Loads
Snow Load (SN) = 25 psf
Roof (DL) =15 psf,
Earthquake Design Data
1) Occupancy Category = I ASCE 7-05 Table 1-
Occupancy Importance Factor Ie =1 ASCE 7-05 Table 11.5-1
Seismic Use Group = I
2) Mapped Spectral Response Accelerations ASCE 7-05 Fig 22-1, 22-
2
Latitude = 47.47 deg North
Longitude =-122.26 deg West
Location = Tukwila, Washington, 98188
Maximum Ground Motions, 5% Damnina, from USGS Mans
Ss = 1.342 g, 0.2 sec response
S1= .462 g,1.0 sec response
3) Site Classification ASCE 7-05 Table 20-3.1
Assumed
D
4) Site Coefficients ASCE Table 7-05114.1.
Fa = 1.00 Table 114.2'
F,, = 1.54
5) Maximum Considered Earthquake Acceleration ASCE 7-0511.43
SMs = Fa * S, =1.34
SM1=Fv*Si= .711
6) Design Spectral Acceleration
SDs = SMs * 2/3 = .894
SDI = SM! * 2/3 = .474
7) Seismic Design Category
D
8) Basic Seismic Force Resisting System
Force Resisting System
Ordinary steel moment frames
Response Modification Factor (R) =3.5
System Over Strength Factor `Wo" = 3.00
Deflection Amplification factor `Cd" = 3.00
9) Analysis Procedure
The Equivalent Lateral Force Procedure
ASCE 7-0511.4.4
ASCE 7-05 Tablell-6.1,
Table 11-6.2
ASCE 7-05 Table 12-2.1
ASCE 7-0512.6
ASCE 7-0512.8
10) Building Period ASCE 7-0512.8.2
Structure Tvpe for Building Period Calculation
All Other Structural Systems
"Ct" value = .028 ASCE 7-05 Table 12.8-2
"x" value = .80
`ho' = 7.5'
"Ta" = Ct*(hn^x) Approx. Fundamental Period ASCE 7-05 Eq. 12.8-7
.133
"Cu" =1.4 ASCE 7-05 Table 12.8-1
Per ASCE 7-0512.8.2 True Fundamental Period < (1.4)*(.224) = .313
11) "Cs" Response Coefficient ASCE 7-0512.8.1.1
SDs = .894
SDI = .474
SI = .462 g
`R' = 3.5
"I" = 1.00
`TL" = 6
ASCE 7-05 Figure 22-15
(Eq.12.8.2) CS = SDs/(R/1) =155 Preliminary CS
(Eq.12.8-3) C. = SDl/Ta(R/1) = .99 Need Not Exceed
(Eq,12.8-5) C9 = .04 Shall no be less than
(Eq.12.8-6) CS = .5 Sl/(R/1) = .066 Shall not be less than
Therefore C, .26
12) Building Weight "W" = 26.6 K
13) Base Shear ASCE 7-0512.8-1
V=Cs*W
(.26) * 26.6 = 6.92 K
14) Vertical Distribution of Seismic Forces
See Spread Sheet
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CO E
Carport Replacement Title: Job #
Cottage Creek Condominiums Dsgnr. Date: 4:33PM, 27 SEP 12
Description .
Tukwila, Washington 98188 Scope: (� )
iN" . R.a0n13, Vw5.9.0, 1.oeo-= Earthquake Load Calculations Page 1
-(c)1983 4 ENtK-W- Cn-Saft+er wRaos creek condos.eawCelalalions
Description Lateral forces
Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5
"I" : Buildings and other structures that represent a low hazard to human life in the event of failu
Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4
Seismic Use Group = I ASCE 7-02 Table 9.1.3
Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1
Latitude = 47.443 deg North
Longitude = 122.270 deg West
Location: SEATTLE, KING County, WA 98188
Max. Ground Motions, 5% Damping, from USGS 1996 maps: S S = 1.342 g, 0.2 sec response
S, = 0.462 g,1.0 sec response
Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1
"D" : Shear Wave Velocity 600 to 1,200 ft/sec - D
Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2
(using straight-line interpolation from table values)
Fa = 1.00
Fv = 1.64
Maximum Considered Eartguake Acceleration
ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38 & 16-39
S MS = Fa ' Ss = 1.342
SM1 = Fv' S1 = 0.711
Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2-31BC 1615.1.3
S DS = S MS* 213 — 0.894
SDI =SMI*213 = 0.474
Seismic Design Category
Basic Seismic Force Resisting System
Moment Resisting Frame Systems
Ordinary steel moment frames
Response Modification Coefficient " R
System Overstrength Factor " Wo
Deflection Amplification Factor " Cd
D ASCE 7-02 9.4.2.1, 2003 /BC 1616.3
(SDS is most severe)
ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2
NOTE! See ASCE 7-02 for all applicable footnotes.
3.50 Building height Limits:
3.00 Category "A & B" Limit: No Limit
3.00 Category "C" Limit: No Limit
Category"D" Limit: Not PermittedP-hi
Category "E" Limit: Not PermittedP-hi
Category "F" Limit: Not PermittedP-hi
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
Carport Replacement Title : Job #
Cottage Creek Condominiums Dsgnr. Date: 4:33PM, 27 SEP 12
Description
Tukwila, Washington 98188 Scope: Q
Revs 580016
User. KW-",r?83, Ver6.8.0,1-oec�z003 Earthquake Load Calculations Page 2
--(c)4W3-2003-ENERGAL-G-Engineering-Soft-- cortege creek condos.eav:Calculffikms
Description Lateral forces
Average Floor Area per Level = 702 ft2
User defined Shear Carrying % Ratio = 1.000 Reliability Factor " p " = 1.245
Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 !BC 1617.4
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE7-02 9.5.5
Determine Building Period
Use ASCE 9.5.5.3.2 -1
Structure Type for Building Period Calculation: STEEL 100% Moment Resisting Frame
" Ct "value — 0.028 " hn " : Height from base to highest level = 7.00
" x "value = 0.80
" Ta " Approximate fundemental period using Eq. 9.5.5.3.2 -1 : Ta = Ct ` (hn ^ x) =
0.133
" Cu " factor from Table 9.5.5.3.1 = 1.40
Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.186 sec
Building Period " Ta " Calculated from Approximate Method selected = 0.133 sec
" Cs " Response Coefficient ASCE 7-02 9.5.5.2.1
SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.894
" R " : Response Modification Factor from 9.5.2.2 = 3.50
" I " : Occupancy Importance Factor from 9.1.4 = 1.00
From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.26
From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.00
From Eq. 9.5.5.2.1-3 & 4 Cs shall not be less than = 0.04
9.5.5.2.1 : Seismic Response Coefficient 0.26
Seismic Base Shear
ASCE 7-02 9.5.5.2
Cs = 0.2555 from 9.5.5.2.1 W ( see Sum Wi below) = 26.60 k
Seismic Base Shear V = Cs " W = 6.80 k
Vertical Distribution of Seismic Forces
ASCE 7-02 9.5.5.4
" k " : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level...
Level # WI: Weight HI: Height Wi ' Hi"k Cvx Fx=Cvx' V Sum Story Shear
Sum Story Moment
1 26.60 7.50 199.50 1.00 6.80 6.80
0.00
Sum Wi = 26.60 k Total Base Shear = 6.80 k
Sum (Wi • MIA k) = 199.5 k-ft Base Moment =
51.0 k-ft
Dlaphraam Forces: Seismic Desian Category " D ". " E " & " F " ASCE 7-02 9.5.2.6.4.4
Level # Wi Fi Sum Fi Sum Wi
Fpx
1 26.60 6.80 6.80 26.60
6.80
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
t2012 CODE
Carport Replacement Title
Cottage Creek Condominiums Dsgnr.
Description
Tukwila, Washington 98188 Scepe :
Job #
Date: 4:33PM, 27 SEP 12
0
Rev: 580016
User. KW-=7783, ver 5.8.0, 143ec2003 Earthquake Load Calculations Page 3
ic)1983-20M-ENERGAL$f�ofiware cdtega creek cados.W-W..Ca1VJWi0M
Description Lateral forces
Wpx .................... Weight at level of diaphragm and other structure elements attached to it.
Fi ...................... Design Lateral Force applied at the level.
Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level ... 0.20 * S DS* I * Wpx
MAX Req'd Force @ Level .. 0.40 * S DS* I * Wpx
Fpx : Design Force @ Level. Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
Combination of Load Effects
ASCE 7-02 9.5.2.7,
2003 IBC 1617.1.1
D
Qe
H & V Load
Effect
Load Description Dead Load
Seismic Load
0.000
0.000
E = p * Qe + 0.20' SDS * D
= 0.000
0.000
0.000
E = p . Qe + 0.20 * SDS * D
= 0.000
0.000
0,000
t = p - ue + u.zu ' Sus ' u
= 0.000
0.000
0.000
E = p * Qe + 0.20 * SDS * D
= 0.000
0.000
0.000
E = p * Qe + 0.20 ' SDS * D
= 0.000
0.000
0.000
E = p * Qe + 0.20 * SDS * D
= 0.000
0.000
0.000
E = p * Qe + 0.20 • SDS * D
= 0.000
0.000
0.000
E = p * Qe + 0.20 ` SDS ' D
= 0.000
E
STEPHEN TAPP
JOB- co C44Zec.
ARCHITECT/P.E.
2330 East Madison Street
SEATTLE, WA 98112
(206) 320-0534
SHEET NO. 9 OF
�j
CALCULATED BY DATE_ 8/21/15
CHECKED BY DATE
SCALE
rLf-
41 �, �►
L
D PRODUCT207
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 C D
Carport Replacement Title: Job #
Cottage Creek Condominiums Dsgnr: Date: 1:47PM, 29 SEP 12
Description:
Tukwila, Washington 98188 Scope
Re
v: KW-0607783, ver 5.e.0, 1-Deo-2003 Page 1
fc)9883.2UO3f RGAL-�BinBarino-software Multi -Span Steel Beam
ttage creek condos.ecw.Calcuiations
Description RB-100
General Information
Code Ref. AISC 9th ASD, 1997 UBC, 20031BC, 2003 NFPA 5000
Fy - Yield Stress
50.00 ksi
Load Duration Factor 1.15
Spans Considered Continuous Over Supports
Span Information
Description
spare I
span 2
ww3
Span
it
9.00
18.00
9.00
Steel Section
HMX3x3/1e
N959x3x3/1e
/ie
End Fibty
Free -Pin
Pin -Pin
Pin -Free
Unbraced Length
ft
9.00
18.00
9.00
Loads
Live Load Used This Span 7
Yes
Yes
Yes
Dead Load
k/ft
0.050
0.050
0.050
Live Load
k/ft
0.250
0.250
0.250
Results
Mmax @ Cntr
k-ft
0.00
0.00
0.00
@ X =
it
0.00
9.00
0.00
Max @ Left End
k-ft
0.00
-12.15
-12.15
Max @ Right End
k-ft
-12.15
-12.15
0.00
fb : Actual
psi
17,449.5
17,449.5
17,449.5
Fb : Allowable
psi
34,500.0
34,500.0
34,500.0
Sending OK
Sending OK
Sending OK
tv : Actual
psi
862.1
862.1
862.1
Fv : Allowable
psi
20,000.0
20,000.0
20,000.0
Reactions & Deflections
Shear @ Left
k
0.00
2.70
2.70
Shear @ Right
k
2.70
2.70
0.00
Reactions...
DL @ Left
k
0.00
0.90
0.90
LL @ Left
k
0.00
4.50
4.50
Total @ Left
k
0.00
5.40
5.40
DL @ Right
k
0.90
0.90
0.00
LL @ Right
k
4.50
4.50
0.00
Total @ Right
k
5.40
5.40
0.00
Max. Deflection
in
-0.910
0.130
-0.910 .
@ X =
it
0.00
9.00
9.00
Span/Deflection Ratio
237.4
1,661.4
237.4
Query Values
Location ft 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00
Shear k 0.00 2.70 2.70 0.00 0.00 0.00 0.00 0.00
Moment k-ft 0.00 -12.15 -12.15 0.00 0.00 0.00 0.00 0.00
Max. Deflection in -0.9098 0.0000 0.0000 0.0000 O.0000 0.0000 0.0000 0.0000
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
Carport Replacement Tide: Job #
Cottage Creek Condominiums Dsgnr. Date: 2:42PM, 29 SEP 12
Description : tt
Tukwila, Washington 98188 Scope: .f
Rev: 580007 a
User: Kw-0607783,vers.e.0, 1-DeU2003 Multi Steel Beam Page 1
_jc)1983.2003 E E-AX--8fnginearing-Sonware-- cottage creek condos.ecw:Caiwtaiions
Description Steel Roofing
General Infonnation
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
50.00 ksi
Load Duration Factor 1.00
Spans Considered Continuous Over Supports
Span Information
Description
span 1
span 2
span 3
Span
ft
4.00
12.00
4.00
Steel Section
TSM=116
T52x2E3/16
TSM=116
End Fbity
Free -Pin
PirnPin
Pin -Free
Unbraced Length
ft
4.00
12.00
4.00
Loads
Live Load Used This Span 7
Yes
Yes
Yes
Dead Load
Wit
0.010
0.010
0.010
Live Load
k/ft
0.025
0.025
0.025
Results
Mmax @ Cntr
k-ft
0.00
0.35
0.00
@ X =
ft
0.00
6.00
4.00
Max @ Left End
k-ft
0.00
-0.28
-0.28
Max @ Right End
k-ft
-0.28
-0.28
0.00
fb : Actual
psi
5,029.9
6,287.4
5,029.9
Fb : Allowable
psi
30,000.0
33,000.0
30,000.0
Bending OK
Bending OK
Bending OK
fv : Actual
psi
186.7
280.0
186.7
Fv : Allowable
psi
20,000.0
20,000.0
20,000.0
Reactions & Deflections
Shear @ Left
k
0.00
0.21
0.14
Shear @ Right
k
0.14
0.21
0.00
Reactions...
DL @ Left
k
0.00
0.10
0.10
LL @ Left
k
0.00
0.25
0.25
Total @ Left
k
0.00
0.35
0.35
DL @ Right
k
0.10
0.10
0.00
L.L @ Right
k
0.25
0.25
0.00
Total @ Right
k
0.35
0.35
0.00
Max. Deflection
in
0.200
-0.393
0.200
@ X =
ft
0.00
6.00
4.00
Span/Deflection Ratio
480.4
366.1
480.4
Query Values
Location
ft
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Shear
k
0.00
0.21
0.14
0.00
0.00
0.00
0.00
0.00
Moment
k-ft
0.00
-0.28
-0.28
0.00
0.00
0.00.
0.00
0.00
Max. Deflection
in
0.1998
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Carport Replacement
Cottage Creek Condominiums
Tukwila, Washington 98188
Description C-100
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
Title :
Dsgnr.
Description:
Scope :
Steel Column
Job #
Date: 2:23PM, 29 SEP 12
12
General Information
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section HSS3X3X114
Fy
45.00 ksi
X-X Sidesway : Restrained
Duration Factor
1.330
Y-Y Sidesway : Restrained
Column Height 7.600 ft
Elastic Modulus
29,000.00 ksi
End Fixity Pin -Pin
X-X Unbraced
7.500 ft
Kxx 1.000
Live & Short Term Loads Combined
Y-Y Unbraced
7.500 ft
Kyy 1.000
Loads
Axial Load...
Dead Load 1.80 k
Ecc. for X-X Axis Moments
0.000 in
Live Load 4.50 k
Ecc. for Y-Y Axis Moments
0.000 in
Short Tern Load k
Point lateral Loads...
DL
LL ST
Height
Along Y-Y (strong axis moments)
1.700
k 7.500 ft
Along X-X (y moments)
k ft
vnui�air s Column Design OK
Section: HSS3X3X1 /4, Height = 7.60ft, Axial Loads: DL = 1.80, LL = 4.50, ST = O.00k, Ecc. = 0.000in
Unbraced Lengths: X-X = 7.50ft, Y-Y = 7.50ft
Combined Stress Ratios Dead Live_ DL + Lt. DL + ST + (LL if Chosen)
AISC Formula H1 -1
AISC Formula H1 - 2
AISC Formula H7 - 3 O.D417 0.1043 0.1460 0.1376
XX Axis : Fa calc'd Per Eq. E2-1, Mr < Cc
YY Axis : Fa calc'd Per Eq. E2.1. K*Ur < Cc
Stresses
Allowable & Actual Stresses Dead iv DL + LL DL + Short
Fa: Allowable 17.69 ksi 17.69 ksi 17.69 ksi 23.53 ksi
fa : Actual 0.74 ksi 1.84 ksi 2.58 ksi 2.58 ksi
Fb:xx : Allow [F3.1 ]
27.00 ksi 27.00 ksi
27.00 ksi
35.91 ksi
fb : xx Actual
0.00 ksi 0.00 ksi
0.00 ksi
1.00 ksi
Fb:yy : Allow [F3.1]
27.DO ksi 27.00 ksi
27.00 ksi
35.91 ksi
fb : yy Actual
0.00 ksi 0.00 ksi
0.00 ksi
0.00 ksi
Analysis Values
F'ex : DL+LL
22,818 psi
Cm:x DL+LL
0.60
Cb:x DL+LL
1.00
Fey: DL+LL
22,818 psi
Cm:y DL+LL
0.60
Cb:y DL+LL
1.00
Fex: DL+LL+ST
30,348 psi
Cm:x DL+LL+ST
1.00
Cb:x DL+LL+ST
1.00
Fey: DL+LL+ST
30,348 psi
Cm:y DL+LL+ST
0.60
Cb:y DL+LL+ST
1.00
Max X-X Axis Deflection
-0.012 in at
4.408 ft Max Y-Y Axis
Deflection
0.000 in at
0.000 It
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
Carport Replacement Title-: Job #
Cottage Creek Condominiums Dsgnr: Date: 2:23PM, 29 SEP 12
Description
Tukwila, Washington 98188 Scope : C3)
Rer. 580009
User. KW-%07783, Ver5.8.0,1-Deo2w3 Steel Column Page 2
tc)1983=2003£NERM--GEngineenngsaftwere- cone" creek condmvar.Celculations
Description C-100
Section Properties
HSS3X3X1/4
Depth
3.000 in Weight
8.29 Nit
Values for LRFD Design....
Web Thick
0.233 in boc
3.020 in4
J
5.080 in4
Width
3.000 in lyy
3.020 in4
Cw
3.52 in6
Flange Thick
0.233 in Sxa
2.010 in3
Zx
2.480 in3
Area
2.44 in2 Syy
2.010 in3
Zy
2.480 in3
Rt
0.000 in Roc
1.110 in
0.000
Ryy
1.110 in
Section Type = HSS-Square
Axial DL = 1.80k
Axial LL = 4.50k
Axial ST = 0,00k
7.60 ft
O3 X-X Axis Point Load: DL=0.0, LL=0.0, ST=1.7 k @ 7.50ft
e
Carport Replacement
Title :
Job #
Cottage Creek Condominiums
Dsgnr.
Date: 2:19PM, 29 SEP 12
Description:
Tukwila, Washington 98188
Scope :
15
Rev: 580002
User. KW-0807783, Ver5.8.0, 1-Dec-2003
Pole Embedment -in Soil
Page 1
_(c)t983=30M-ENERC-ALe—E-VneerirpSoRware-
cottage creek condos.eav:CalculaUom
Description rectalgular pole with Point & Unfform Loads
General Information
Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3
Allow Passive
300.00 pcf Applied Loads...
Max Passive
1,500.00 Psf Point Load
1,700.00 Ibs
Load duration factor
1.330 distance from base
7.500 ft
Pole is Circular
Diameter
18.000 in Distributed Load
0.00 #1ft
Restrained @ Surface
distance to top
0.000 It
distance to bottom
0.000 ft
Summary
Moments @ Surface...
Point load 12,750.00 ft-# Total Moment 12,750.00 ft-#
Distributed load 0.00 Total lateral 1,700.00 ►bs
With Surface Restrain...
Req'd Depth 4.500 ft
Pressure @ Base...
Actual 1,791.64 psf
Allowable 1,791.64 psf
Surface Restraint Force 5,880.28 Ibs
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
STEPHEN TAPP
ARCHITECT/P.E.
2330 East Madison Street
SEATTLE, WA 98112
(206) 320-0534
16
SHEET NO. OF
CALCULATED BY DATE- 8/21 /1 5 _
CHECKED BY DATE
SCALE
f,9L
J7L'
14"y��
#hh
yv:�'t-
I
C/119 H
ft�
2��1
1:701 L.
y�
D PRODWr207
Carport Replacement Title: Job #
Cottage Creek Condominiums Dsgnr: Date: 2:56PM, 29 SEP 12
Description
Tukwila, Washington 98188 Scope: 17
Rev. 58=
uses uwo5onea,vers.a.o, oe�-zoo3 Pole Embedment in Soi{ Page 1
�c)'W3-2883fNERC1Lf:En81 �9-SofMare--- cottage creels corKlos.ecw:Calwli..
Description rectaigular pole with point & uniform loads
I General Information Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 it
Max Passive 1,500.00 psf
Point Load
1,650.00 Ibs
Load duration factor 1.330
distance from base
7.500 it
Pole is Circular
Diameter 20.000 in
Distributed Load
0.00 #Jft
Restrained @ Surface
distance to top
0.000 ft
distance to bottom
0.000 ft
Summary
Moments @ Surface...
Point load 12,375.00 ft-# Total Moment 12,375.00 ft-#
Distributed load 0.00 Total Lateral 1,650.00 Ibs
With Surface Restraint..
Req'd Depth 4.126 ft
Pressure @ Base...
Actual 1,898.05 psf
Allowable 1,898.05 psf
Surface Restraint Force 5,974.85 Ibs
REVIEWED FOR COMPLIANCE
WITH REQUIREMENTS OF THE
2012 CODE
STEPHEN TAPP J013
ARCHITECT/P.E. 18
2330 East Madison Street SHEET No. oP
SEATTLE, WA 98112 CALCULATED BY
(206) 320-0534 °ArE_"
CHECKED BY DATE -
SCALE
Nj 1-21h.44-7
M = 4-�
y� = C�r)Ciz)
f�l
V- i,I N f ( 2z &JA)
Ael
hXf4+4Et. 1 1 Z/32 1 " 0 pf 1j Z- • ! 01 i�3
T4�-T of lz.. � �. F LN Z+/N4- 2 4-
1V1= ,z1 \\
FilH
14) o, A �
D PRODUCT
0
a. Profile
Type (dimensions in inches)
WeighU�)
Section Properties
per ft (m) of width
GaIv Painted
I +S -S
psf psf
in. 4 in.3 in. 3
Gage NIM2 NIM2
MM4 MM3 MM
22
1.9
1.8
0.175
0.187
0.198
I Y2'
21/2
•
2.3
862 ...........
2.2
2.38,978
0.216
10.054
0.235
10.645
0.248
20
110.1
105.3
294,967
12,634
13,333
13%,
2.9
2.8
0.302
0.322
0.335
2
36'
18
138.9
134.1
412,408
17,312
18.011
3.5
3.4
0.377
0.411
0.417
16
167.6
162.6
514,827
22.097
22.419
2.2
2.1
0.655
0.394
0.454
22
CY z 5%*
et
C? 3* U
z 24'_�
105.3
100.5
894,460
21,183
24.408.
2.6
2.5
0.837
0.508
0.562
20
124.5
119.7
1,142,997
27,312
30.215
3.5
3.4
1.223
0,731
0,776
167.6 162.8 1,670,114 39,301 41.720
16 4.2 4.1 1.647 0.950 1.005
201.1
196.3 2,249,123
51,075
54.032
26
1.1
0.073
0.099
0.103
iyw" V, 3A*
4Y2'
I.
..52,_7 -
.991,6.88 ------
5,323
5.538
24
1.4
0.098
0.138
0.140
UA 0
67.0
133,826
7,419
7.527
W L)
36'
22
1.7
0.123
0.175
0.174
Ui
>
81.4
167,967
9,409
9.355
20
2.1
0.143
0.207
0.206
100.5
195,279
11,129
11,075
1. Section properties have been computed in accordance with the "Specification for the Design of
Cold -Formed Steel Structural Members" published by AISL The section properties are based on the
following steel strengths:
Profile i Minimum Yield Strength (Fy)
PLBTm-36/HS8@-36
PLNTm-24/N-24
Deep VERCORTm
38 ksi (262,000 kPa)
33 ksi (227,527 kPa)
80 ksi (551,581 kPa)
Bending Strength (Fb)
22.8 ksi (157,200 kPa)
20.0 ksi (137, 895 kPa)
36.0 ksi (248,211 kPa)
2. Section properties and values shown apply to all available widths.
3. Material thickness is subject to AISI tolerances. See ICBO ES Report ER-2078P for decimal thickness
of material.
4. Weights shown are approximations for design purposes.
5. All dimensions are nominal and are subject to manufacturing tolerances.
Metric Conversions
in.
RIM
in.
Ulm
in. MM
in.
MM
in.
MM
1
25
13/,
44
2% 67
4 Y2
114
8
203
15/16
33
1
48
3 76
5%
137
24
610
...... ....
1 Y2
38
2 Y2
64
3Y2 89
fol
152
36
914
City of Tukwila Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
January 4, 2016
STEPHEN TAPP
2330 MADISON ST
SEATTLE, WA 98112
RE: Application No. D15-0216
COTTAGE CREEK CONDOS - CARPORT
15344 62ND AVE S
Dear STEPHEN TAPP:
Permit application D15-0216 for the work proposed at COTTAGE CREEK CONDOS - CARPORT (15344 62ND AVE S) has not
been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the
Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of
application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire
D15-0216.
If you still plan to pursue your project, you are hereby advised to do one of the following:
1) If the plan review is completed for the project and your application is approved, you may pick up the application before
the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days.
-or-
2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the
expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your
application.
The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension
request is granted, you will be notified by mail.
In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit
application will expire and your project will require a new permit application, plans and specifications, and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Bill Rambo
Permit Technician
File No: D15-0216
6300 Southcenter Boulevard Suite #100 • Tukwila. Washington 98188 • Phone 206-431-3670 • Fax 206-4.31-3665
City of Tukwila
Department of Community Development
September 03, 2015
STEPHEN TAPP
2330 E MADISON ST
SEATTLE, WA 98112
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D15-0216
COTTAGE CREEK CONDOS - CARPORT — 15344 62ND AVE S
Dear STEPHEN TAPP,
Jim Haggerton, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp,
not copied) by Washington State licensed architect, structural engineer or civil engineer.
(BUILDING REVIEW NOTES)
1. Structural calculations make reference to compliance with outdated codes 2003 IBC and 1997 UBC. Provide
revised calculations that show design criteria complies with current 2012 codes.
2. Provide quality control special inspection recommendations for the steel construction, reinforcing steel and
concrete placement as it applies. Inspection table or note references shall be on the plan sheet. (IBC Section 17)
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that four (4) sets of revised plan pages, 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. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-433-7165.
Sincerely,
wv�?Rachelle Ripley
Permit Technician
File No. D15-0216
6300.Southrenter Boulevard ,Suite #100 • Tukwila Washington 9R1RR • Ph.nne 206-437-3670 o Fnx 206-437-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0216 DATE: 09/17/15
PROJECT NAME: COTTAGE CREEK CONDOS CARPORT
SITE ADDRESS: 15344 621D AVE S
Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter # 1 Revision # after Permit Issued
DEPARTMENTS: 1
AS nc.
Building Division IN Fire Prevention ❑ Planning Division ❑
Public Works ❑ Structural ❑ Permit Coordinator ❑
PRELIMINARY REVIEW: DATE: 09/17/15
Not Applicable ❑ Structural Review Required ❑
(no approval review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 10/15/15
Approved ❑ Approved with Conditions
NIT
Corrections Required ❑ Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0216 DATE: 08/25/15
PROJECT NAME: COTTAGE CREEK CONDOS - CARPORT
SITE ADDRESS: 15344 62 AVE S
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
W vc, RK 01
gitdinhgD)ivisi�oneb
Fire Preventiorl Planning Division
Public Works Structural Permit Coordinator
PRELIMINARY REVIEW: DATE: 08/27/15
Not Applicable ❑ Structural Review Required ❑
(no approval/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved ❑
Corrections Required ❑
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
DUE DATE:
Approved with Conditions ❑
Denied ❑
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: All�
Departments issued corrections: BligN Fire ❑ Ping ❑ PW ❑ Staff Initials:
09/24/15
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.Tukwi]aWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: I /► a 4,01
Plan Check/Permit Number: D15-0216
❑ Response to Incomplete Letter #
® Response to Correction Letter # I
❑ Revision # after Permit is Issued �r OF� ILA
❑ Revision requested by a City Building Inspector or Plans Examiner 10 2015
❑ Deferred Submittal #
PEPAPT CFNTFR
Project Name: COTTAGE CREEK CONDOS CARPORT
Project Address: 15344 621D AVE S
Contact Person: f5m�
Summary of Revision:
3
Phone Number: 4,99 - 5j 115 1
ter. •� i�� � :.
Sheet Number(s): I
"Cloud" or highlight
Received at the City of Tukwila Permit Center by:
❑ Entered in TRAKiT on
W:\Permit Center\Templates\forms\Revision Submittal Porm.doc
Revised: August 2015
D & J CUSTOM METAL FAB INC
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Washington State Department of
Labor & Industries
D & J CUSTOM METAL FAB INC
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Owner or tradesperson 11615 12TH AVE S
Principals SEATTLE, WA98168
p 206-242-3238
WILCOX, DAVID J KING County
WILCOX. JUDY L
Doing business as
D & J CUSTOM METAL FAB INC
WA UBI No. Business type
601 944 022 Corporation
Governing persons
DAVI D
JOHN
WILCOX
JUDY LYN WILCOX;
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
.................................................._........_...........
Meets current requirements.
License specialties
GENERAL
License no.
DJCUSMF011 MH
Effective — expiration
07/0811999— 05/01 /2016
Bond
.................
Lexon Ins Co
$12,000.00
Bond account no.
9805210
Received by L&I
Effective date
03/31/2011
05/01/2011
Expiration date
Until Canceled
Bond history
Insurance
Charter Oak Fire Ins Co
$1,000,000.00
Policy no.
6803021M726
Received by L&I
Effective date
04/29/2015
04/29/2011
Expiration date
04/29/2016
Insurance history
Savings
No savings accounts during the previous 6 year period.
https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601944022&LIC=DJCUSMFOIIMH&SAW= 1/7/2016
A.SCE 75
General Conditions
%s'.t;�c. .:.`.''�.':Oxap.' 2 i. ..5z
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Damaged
Carport
Code
2012 IBC
AISCIASII Ninth Edition
AC:I: 3.18-05
iD.S 20
SEAW Rapid Solutions Methodoloff for Wind Design
WLnd..Desigm,
Wind Speed = 85 MPH
Wind Exposure - ,B'
Soil Loads (assumed)
No sails report availably
Active Equivalent fluid pressure. =35 psf (U:nrestralned Wall)
Passive pressure = 300 psf
Assaulted Soil density @ 115 pct
Assumed :soli. Bearing Pressure: = 2M psf
ug dinn Loads
Snow Load = 25 psi'
3of (DL) —1 psf, (l FL) =25 psf
Exterior Wall tDl,l =1.5 p8f
Concrete/Foundation Notes
> Foundation design is in accordance with chapter 19 of the 2012
IBC. All work shall be performed in accordance with all current
building and safety codes.
> Concrete strengths shall be verified by standard 28-day cylinder
tests, unless approved otherwise.
> Anchor bolts to be 5/811diameter with 10" embedment @ 48"
o.c. (see shear wall schedule for anchor bolt size and spacing at
other than P1-6" shearwalls). All anchor bolts to be ASTM A-307.
> Assumed soil bearing pressure = 2000psf.
> Backfill behind unbraced retaining walls prior to attaching floor
diaphragm.
> Ezterior footings to be entrenched a minimum of 18" below
existing grade and bear on firm undisturbed soil.
> All reinforcing bars to be Grade 40 deformed bars. The tie wire
is to be 16 Ga. double annealed wire. Lap all reinforcing 36
diameters. At corners of walls extend horizontal bars 2" from
outside face of wall and lap with elbow bars of 30 diameters at the
same size and spacing. Provide 245 bars around all wall
openings. Provide footing dowels to match vertical reinforcing.
Concrete cover
3" concrete poured against earth
2" formed concrete with earth backfill
1 1/2" outside face of walls exposed to weather,
slabs on a moisture barrier
1" walls, outside face
> Provide 4"diameter perforated PVC drain in granular fill at the
base of all new exterior footings (existing and new).
Concrete mix
Mix design shall be in conformance with ACI-318-99. Submit mix
designs jo engineer of record 2 weeks prior to placement
indicating where each concrete mix is used and the maximum
aggregate size.
type fle max.water/cem.ratio min.
non -air ent. air ent. sks/cu.yd.
ftgs 3000 .65 .42 6
found.walls
slab on grade 3000 .65 .50 5'/2
> Water reducing mixtures may be incorporated into the mix
designs in accordance with ASTM C 494 and manufacturer's
recommendations.
>VVater/Cement ratio shall be measured by weight and shall be
based on the total cementious material. Water/Cement ration
shall be determined by the supplier based on the strength
requirements and shall no exceed the maximum water/cement
ratio shown above.
> Contractor will call for inspection prior to placing any footing
and foundation wall concrete.
> Provide rigid insulation around the perimeter of all slabs within
heated spaces.
> Permanent cut and fill slopes should not exceed
2:1(MV).
> All reinforcing shall be detailed in accordance with ACI
detailers manual.
> All excavations shall be adequately barricaded and marked.
All work area and surfaces shall be cleaned upon completion of
the project. All debris and waste materials shall be removed off
the site to an approved disposal area by the contractor.
-Use air -entrained (3%-6%) in all flat work exposed to weather. -
Master flow 928 or equal.
> Provide minimum of 1/2" air space between non -pressure,
treated wood and concrete, or provide waterproofing membrane
between concrete and non -pressure treated wood.
> Top of concrete to be field verified by contractor.
> Contractor to field verify existing grade cut and soil conditions .
with before proceeding with concrete retaining wall forming and
reinforcing steel placement.
> Contractor shall be responsible for all safety precautions and the
methods, techniques, sequences or procedures required to perform
the work.
>In the case of discrepancies between the drawings and the
anticipated field conditions the contractor shall notify the architect
before proceeding with construction.
>DO NOT SCALE the architects or engineer's drawings — noted
dimensions take precedence over scaled dimensions.
Structural tee eldin
Steel design, fabrication and erection shall conform to the
requirements of chapter 22 of the 2012IBC. Substitution of
member sizes or steel grade will not be allowed without prior
approval of the engineer of :record.
> The contractor shall be responsible for all erection aids and joint
preparations that include but are not limited to erection angles, lift
holes and other aids, welding procedures required root openings,
root face dimensions, groove angles, backing bars, scopes, surface
roughness values and unequal parts.
> Expaansion bolts shall be ICBO approved and installed per the
manufacturer's recommendations.
>Unless otherwise specked on drawings or details, size and
embedment depths shall be approved by the engineer of record.
Materials
structural steel .ATM A 992Grade50
connection material,-ASTM'A 36
G
embedded items,
channels, angles, base plates
structural tubes -ASTM A 500, grade B
structural bolts -.ASTM A 325-N
wood connection bolts -ASTM A 307
anchor bolts -ASTM A 307
threaded rods -.ASTM A 36
welding electrodes 70ksi, LowHydrogen
>Beam camber noted on drawings is. the upward. camber required
in the beam as delivered to the job site. The Contractor shall
consider camber loss due to shipping and handling.
> Structural steel and connections exposed to weather ,shall be hot
dipped galvanized after fabrication in compliance with ASTM A
123. All field welds on galvanized material, shall be coated with
brush applied zinc -rich paint complying with ASTM A 780
(Galvacon or equivalent).
Note:
All welding to be performed by a WABO certified
welder and special inspection to be performed
by the structural engineer of record.
SPECIAL INSPECTIONS
SUBMITTALS
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD
..PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL
ITEMS.
INSPECTIONS
NX
SPECIAL INSPECTION FOR ALL AREAS OF THE STRUCTURE AND SUPPORTING
FOUNDATION PER CHAPTER 17, 2012 IBC SHALL BE PERFORMED BY AN
APPROVED TESTING AGENCY,
ITEMS TO BE TESTED
FOR WELDED COMPONENTS, WELDS MEET VISUAL INSPECTION CRITERIA.
FOR WELDED COMPONENTS, VERIFY WELDING PROCEDURES (WPS) AND CONSUMABLE CERTIFICATES.
FOR WELDED COMPONENTS, VERIFY WELDERS ARE APPROPRIATELY QUALIFIED.
FOR BOLTED CONNECTIONS VERIFY FASTENERS HAVE BEEN MARKED IN ACCORDANCE WITH ASTM
REQUIREMENTS.
FOR BOLTED CONNECTIONS, VERIFY GRADE, TYPE, AND BOLT LENGTH IF THE THREADS ARE EXCLUDED FROM
THE SHEAR PLANE.
FOR STRUCTURAL STEEL, ALL FABRICATED STEEL SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE
DETAILS SHOWN IN THE CONSTRUCTION DOCUMENTS.
FOR STEEL ROOF, CONFIRM THAT IDENTIFICATION MARKINGS ARE PROVIDED TO
CONFORM TO ASTM STANDARDS SPECIFIED ON CONSTRUCTION DOCUMENTS.
FOR CONCRETE, VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS OF SPECIFIED
TYPE, GRADE, AND SIZE; THAT IT IS LOCATED AND SPACED PROPERLY; THAT HOOKS,
BENDS, TIES, STIRRUPS AND SUPPLEMENTAL REINFROCEMENT ARE PLACED CORRECTLY
vEr`Al"iriTC !-�RMI!
REO UIRED FOR:
MMechaniaw
CWlectrical
1L�Plumbing
45as Piping
y of Tukwila
Na changes shall
of beivimo made to the scope
work without prior approval of
Tt"'wila Building Division.
NIO ± is Fev!s'0ns will require a new plan submittal
and may include additional plan review fees.
FILE COPY
Permito,
Plan review approval is .subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
Of approved Field Copy and conditions is acknowledged:
Date:
City of Tukwila
BUILDING DIVISION
Sheet Index
S-1 STRUCTURAL NOTES, SITE PLAN, CODE REFERENCES
S-2 FRAMING PLANS AND STRUCTURAL DETAILS
Project Description
REPLACE DAMAGED ROOF AND STRUCTURE ON EXISTING CARPORT
Occupancy/Use
Group U, carport
`wilding Area
20' x 36' = 720 sq.ft.
REV'k : ®F4
CODE C A
SEP 2 4 2015
ity
�t1tLQiNG DI ISI
revisions
9/9/15