HomeMy WebLinkAboutPermit D04-426 - KHAN DEVELOPMENT - DETENTION VAULTKHAN DEVELOPMENT
13821 MACADAM RD S
EXPIRED 02 -09 -07
D04 -426
Cit y GA Tukwila
Parcel No.: 3229200010
Address: 13821 MACADAM RD S TUKW
Suite No:
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 -431 -3665
Web site: ci.tukwila.wa.us
Tenant:
Name: KHAN DEVELOPMENT
Address: 13821 MACADAM RD S, TUKWILA WA
DEVELOPMENT PERMIT
Owner:
Name: AIA INTERNATIONAL VENTURES Phone:
Address: 24719 43 AV S, KENT WA
Permit Number: D04 -426
Issue Date: 03/08/2005
Permit Expires On: 09/04/2005
Contact Person:
Name: HAL P. GRUBB, P.E. Phone: 425 251 -6222
Address: 18215 72 AV S, KENT WA
Contractor:
Name: AIA CONTRACTING INC Phone: 253 854 -7005
Address: P.O. BOX 3280, 306 N 1ST AV
Contractor License No: AIACOI *990KU Expiration Date: 10/18/2006
DESCRIPTION OF WORK:
INS`i OF DETENTION VAULT FOR THREE (3) LOT DEVELOPMENT. SEE D04 -426 FOR STRUCTURAL APPROVAL
OF VAULT.
Value of Construction:
Type of Fire Protection:
Type of Construction:
Public Works Activities:
$15,000.00
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fees Collected: $518.28
International Building Code Edition: 2003
Occupancy per IBC: 0026
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: N Volumes: Cut 0 c.y. Fill 0 c,y.
Landscape Irrigation: N
Moving Oversize Load: N Start Time: End Time:
Sanitary Side Sewer: N
Sewer Main Extension: N Private:
Storm Drainage: N
Street Use: N Profit: N
Water Main Extension:
Water Meter:
doc: IBC - Permit
N
N
Private:
D04 -426
Public:
Non - Profit: N
Public:
Steven M. Mullet, Mayor
Steve Lancaster, Director
Printed: 03 -08 -2005
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Permit Center Authorized Signature:
doc: IBC - Permit
Cit y oi Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: ci.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Number: D04 -426
Issue Date: 03/08/2005
Permit Expires On: 09/04/2005
Date:
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.
Signature: Date: .e53 °'8' ' 5'
Print Name: 5 7 . 1 ,P. /ex; ,, .�
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.
004 -426
Printed: 03 -08 -2005
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City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.: 3229200010
Address: 13821 MACADAM RD S TUKW
Suite No:
Tenant: KHAN DEVELOPMENT
1: ** *BUILDING DEPARTMENT CONDITIONS * **
PERMIT CONDITIONS
Permit Number: D04 -426
Status: ISSUED
Applied Date: 11/29/2004
Issue Date: 03/08/2005
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: The special inspections and verifications for concrete construction shall be required.
5: 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
7: 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.
8: 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.
9: 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.
10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
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.
* *continued on next page **
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doc: Conditions
D04 -426 Printed: 03 -08 -2005
City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any
regulating construction or the performance of work.
Signature:
Print Name: 5:4i/Z 1J.4r)
doc: Conditions
D04 -426
Date: os " ° .S
of law and ordinances
other work or local laws
Printed: 03 -08 -2005
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SITE LOCATION
Tenant Name: N/A 4,441 Palliriopinmr
Property Owners Name: Saraj Khan
Mailing Address: 24719 43rd Avenue South
Name: Hal P. Grubb, P.E.
Mailing Address: 18215 — 72nd Avenue South
E -Mail Address: hgrubb @barghausen. com
Company Name:
Company Name:
E -Mail Address:
Company Name:
Mailing Address:
\applicationstpennit application (7.2004)
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
To be determined
N/A
Br an Collons Collons E
195 Front Street North
Pace I
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TUKWILA
W
Building Permit No. :12
Mechanical Permit No.
Public Works Permit No.
Project No.
(For office use onl )
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 **
A.fg A4fr fi7 d'ef,d - King Co Assessor's Tax No.: 322920 -0005 . -0010 •
152304 -949
Site Address: Suite Number: oor:
Kent
City
CONTACT PERSON
Day Telephone:
New Tenant: ❑ Yes ❑ .. No
WA
State
(425) 251 -6222
WA 98032
Kent
City State Zip
Fax Number: (425) 251 -6222
GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page)
Mailing Address:
Zip
State
City
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record
Mailing Address:
Zip
State
98032
Zip
City
Contact Person: Day Telephone:
Fax Number:
ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record
i
Issaquah WA cRf77
City State Zip
Contact Person: Bryan Collons Day Telephone: (425 ) 369 -1101
E -Mail Address: unknown Fax Number: (425) 369 -1157
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BUILDING PERMIT INFORMATION - 206 -431 -3670
Valuation of Project (contractor's bid price): $05 , 000 Existing Building Valuation: $ N/A
Scope of Work (please provide detailed information): Install detention vault for 3 —lot development
Will there be new rack storage? ❑ .. Ycs ] ...No If "yes ", see Handout No. for requirements.
Provide All Building Areas in Square Footage Below
— N/A
PLANNING DIVISION: N/A
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 for accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ . No If "yes ", explain:
FIRE PROTECTION /HAZARDOUS MATERIALS: N/A
❑...Sprinklers ❑...Automatic Fire Alarm
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 indicating quantities and Material Safety Data Sheets.
lapplicationslpermit application (7-2004)
❑...None ❑...Other (specify)
Pace 2
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Existing
Interior
Remodel
Addition to
Existing
Structure
New
Type of
Construction
per IBC
Type of
Occupancy per
IBC
is' Floor
2nd Floor
3r' Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
BUILDING PERMIT INFORMATION - 206 -431 -3670
Valuation of Project (contractor's bid price): $05 , 000 Existing Building Valuation: $ N/A
Scope of Work (please provide detailed information): Install detention vault for 3 —lot development
Will there be new rack storage? ❑ .. Ycs ] ...No If "yes ", see Handout No. for requirements.
Provide All Building Areas in Square Footage Below
— N/A
PLANNING DIVISION: N/A
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 for accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ . No If "yes ", explain:
FIRE PROTECTION /HAZARDOUS MATERIALS: N/A
❑...Sprinklers ❑...Automatic Fire Alarm
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 indicating quantities and Material Safety Data Sheets.
lapplicationslpermit application (7-2004)
❑...None ❑...Other (specify)
Pace 2
i
PUBLIC WORKS PERMIT INFORMATION — 206 -433 -0179
Scope of Work (please provide detailed information): Install concrete detention vault
\applications \permit application (7.2004)
Please refer to Public Works Bulletin #1 for fees and estimate sheet. N/A
Water District
❑ ...Tukwila ❑ ...Water District #125
❑ ... Water Availability Provided
Sewer District
❑ ...Tukwila 0... ValVue 0... Renton ❑ ... Seattle
❑ ... Sewer Use Certificate 0... Sewer Availability Provided 0... Approved Septic Plans Provided
0... Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department.
Submitted with Application (mark boxes which apply):
❑...Civil Plans (Maximum Paper Size -22" x 34 ")
❑...Technical Information Report (Storm Drainage)
❑...Bond ❑...Insurance ❑ ...Easement(s)
Proposed Activities (mark boxes that apply):
❑ ... Right -o f -way Use - Nonprofit for less than 72 hours
❑ ... Ri f -wa Use - No Disturbance
❑ ... Construction/Excavation/Fill - Right-o f -way
Non Right -of -way
❑...Total Cut cubic yards 0... Work in Flood Zone
❑ ...Total Fill cubic yards 0... Storm Drainage
❑ ... Sanitary Side Sewer
❑ ... Cap or Remove Utilities
❑...Frontage Improvements
❑...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ ...Permanent Water Meter Size...
❑ ... Temporary Water Meter Size ..
❑ ... Water Only Meter Size
❑ ... Sewer Main Extension Public
❑...Water Main Extension Public_
„
„
,,
Call before you Dig: 1- 800 -424 -5555
❑ ...Abandon Septic Tank
❑ ...Curb Cut
❑ ...Pavement Cut
❑ ...Looped Fire Line
WO#
WO#
WO#
Private
Private
0... Highline
0... Geotechnical Report ❑ ...Traffic Impact Analysis
0... Maintenance Agreement(s) ❑ ...Hold Harmless
❑... Ri -o f -wa Use - Profit for less than 72 hours
❑... Right-of- -way Use— Potential Disturbance
FINANCE INFORMATION ' N/A
Fire Line Size at Property Line
❑ ... Water ❑ ...Sewer ❑ ... Sewage Treatment
Monthly Service Billing to;
Name:
Number of Public Fire I-Iydrant(s)
Day Telephone:
Mailing Address:
Zip
City
State
Water Meter Refimd /Billing;
Name;
Mailing Address:
Zip
Day Telephone:
City
State
Page 3
❑...Renton
❑ ...Grease Interceptor
❑ ...Channelization
❑ ...Trench Excavation
❑ ...Utility Undergrounding
❑ ...Deduct Water Meter Size
Unit Type:
Qty
Unit Type:
Qty
Unit Type:
Qty
Boiler /Compressor:
Qty
Furnace<100K BTU
Air Handling Unit >10,000
CFM
Fire Damper
0 -3 HP /100,000 BTU
Furnace >I00K BTU
Evaporator Cooler
Diffuser
3 -15 IIP /500,000 BTU
Floor Furnace
Ventilation Fan
Thermostat
15 -30 I-IP /1,000,000 BTU
Suspended/Wall/Floor
Mounted Heater
Ventilation System
Wood /Gas Stove
30 -50 I-IP /1,750,000 BTU
Appliance Vent
Hood
Water Heater
50+ HP /1,750,000 BTU
Heat/Refrig/Cooling
System
Incinerator - Domestic
Emergency
Generator
Air Handling Unit
<10,000 CFM
Incinerator - Command
Other Mechanical
Equipment
i
MECHANICAL PERMIT INFORMATION — 206 -431 -3670
i
MECHANICAL CONTRACTOR INFORMATION
Company Name: N/A
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
Valuation of Project (contractor's bid price): $
Scope of Work (please provide detailed information):
Use: Residential: New ❑ Replacement ❑
Commercial: New ❑ Replacement ❑
Fuel Type: Electric ❑ Gas ❑ Other:
Indicate type of mechanical work being installed and the quantity below:
PERMIT APPLICATION NOTES — Applicable to all permits in this application
i
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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as
defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THELAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER R AUTI- ORIZE o AGENT:
Signature:
Print Name: Hal P. Grubb, P.E.
Mailing Address: 18215 - 72nd Avenue South
Date Application Accepted:
\applications\permit application (7-2004)
Pace 4
Day Telephone: (425) 251 - 6222
Kent -
city
Date: ne -V `t
WA
State
Date Application Expires:
Staff Initials:
.gKtcS
98032
Zip
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doc: Receipt
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Payee: AIA CONTRACTING
RECEIPT
Parcel No.: 3229200010 Permit Number: D04-426
Address: 13821 MACADAM RD S TUKW Status: ISSUED
Suite No: Applied Date: 11/29/2004
Applicant: KHAN DEVELOPMENT Issue Date: 03/08/2005
Receipt No.: R05 -00732 Payment Amount: 58.00
Initials: LAW Payment Date: 05/20/2005 12:12 PM
User ID: 1630 Balance: $0,00
TRANSACTION LIST:
Type Method Description Amount
Payment Check 3715 58.00
ACCOUNT ITEM LIST:
Description
BUILDING INVESTIGATION
Account Code Current Pmts
000/322.800 58.00
Total: 58.00
3369 05/20 (t16 TOTAL 5840
Printed: 05 -20 -2005
Parcel No.:
Address:
Suite No:
Applicant:
Receipt No.:
Initials:
User ID:
Payee:
Payment
ACCOUNT ITEM LIST:
Description
doc: Receipt
City of Tukwila
KHAN DEVELOPMENT
R04 -01592
SKS
1165
TRANSACTION LIST:
Type Method
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
3229200010
13821 MACADAM RD S TUKW
BARGHAUSN CONSULTING ENGINEERS, INC
Check 52626
BUILDING - NONRES
PLAN CHECK - NONRES
Description
RECEIPT
Account Code
000/322.100
000/345.830
Permit Number:
Status:
Applied Date:
Issue Date:
Payment Amount:
Payment Date:
Balance:
Amount
268.68
Current Pmts
66.28
202.40
Total: 268.68
D04 -426
PENDING
11/29/2004
268.68
11/29/2004 03:21 PM
$249.60
Printed: 11 -29 -2004
COMMENTS:
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Special Instructions: ."'
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P.m.
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Phone No:
Prpjmt: i i \ r
4114 /4_ IA 1, e
Type-oLInspection:
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Date Called:(
1 .? '•,:7)
Special Instructions: ."'
Date Wante :
a.m.
P.m.
Requester:
Phone No:
. .
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INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670
Approved per applicable codes. El Corrections required prior to approval.
Inspector:
Date:4
L : J $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
r eceipt No.:
Date:
COMMENTS:
Type of Inspectin furiz,...
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Address:
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Date lied:
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Requester:
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Type of Inspectin furiz,...
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Address:
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Date lied:
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Special Inst ctions:
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ate Wanted:
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Requester:
Phone No:
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INSPECTION RECORD
Retain a copy with permit bt)(ft-Pti?
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670
Approved per applicable codes. 0 Corrections required prior to approval.
Inspector:
!Date:
la/2 5
$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
Receipt No.:
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Requester:
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Phone No:
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INS ECTION NO.
Apprd ed per pplicable codes.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36
Corrections required prior to approval.
COMMENTS:
0o4 ›,-∎1 ,&_1_ I�` t�� 1 v■A - ((mac ,
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p to
ai
Receip No.:
Date: 40 fO'c
REINSPE ON FEE • EQUIRE'. Prior to inspection, fee must be
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
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Type of Inspection:
A dress:
1 ry\oczocoucm 0
Date ailed:
S . I 0 ( 'SID 5
Special Instructions:
. Ail eP-C4tequester:
Date Wanted: a.m.
5 Irf kk-e_._. \.
Phone No:
7Cace — ‘12 4/7
-
1
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367
Approved per applicable codes. El Corrections required prior to approval.
COMMENTS:
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Date: /
EINSPECTIOM FEE REQUIRED Prior to inspection, fee must be
id at 6300 Southcen er Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
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INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
IS Approved per applicable codes. Corrections required prior to approval.
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Date:
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INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #1 00, Tukwila, WA 98188
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El Corrections required prior to approval.
Date :... / p AY")
Inspe' 'tor:
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paid at 6300 Southcenter tvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
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INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
COMMENTS:
INSPECTION RECORD
Retain a copy with permit
Inspecto}¢` � Date: 5
(a $58.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be
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INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
PERM,
(206)431 -3670
El Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
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INSPECTION NO. PERM N I
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2
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Approved per applicable codes. fJ Corrections required prior to approval.
Inspector:
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$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
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INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
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A pproved per appli able codes.
PERM
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El Corrections required prior to approval.
Date:
1-1-
El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
'Date:
AYA CONTRACTING
306 N 1` Ave
Kent, WA 98032
Fax 253- 854 -7027
Mtn: Sukh
Gentlemen:
INSPECTIQN 3 TLSTNIO SERVICES
GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTION/PROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
MTTP'JMMNY.SPEARS•ENGINEER ING.COM
Re:
Project:
Permit#:
Report Date:
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
Site Inspection
3 -Lot Project on Macadam Road South ® S 138' Street
D04426, B05069
9/30T2005
This letter is to certify that the footing drains and storm drains were installed per engineers recommendation. Backfill around the
storm retention vault and behind the retaining wall have been accepted and were placed per engineers recommendations.
We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any
questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (253)833-7967.
cc: Bryan Collons, Collons Engineering, LLC
Hal Grubb, Barghausen Consuhing Engineers
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Respectfully Submitted.
SPEARS ENGINEERING & TECHNICAL SERVICES
-
.1. Frank Spears, P.E.
Principle
PHONE: (253)833 -7967
Fax: (253) 735 -2867
Report # 05001 -015b
Page 1 of 1
RECEIVED
err a OF TUKWIU
OCT 2 8 2005
PERMIT CENTER
20 October 2005
City of Tukwila Building Division
6300 5outhcenter Blvd
Tukwila, Washington 98188
Project: Kahn Three Lots
Address: 13821 Macadam Road 5
We herewith certify that we have completed the following special inspections. To the best of our knowledge,
the work inspected was in conformance with the approved plans and specifications and the applicable
workmanship provision of the building code.
All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete.
This report should not be considered as a warranty for conditions and /or details of the building.
Items inspected are:
1. Reinforcing steel
2. Reinforced concrete
Sincerely,
OTTO) cENAU 4 ASSOCIATES, TES, INC.
Jeanne L. Parvin
fax c: AIA Contracting
/
OTTO ROSENAU & ASSOCIATES, INC.
Geotechnical Engineering, Construction Inspection & Materials Testing
6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA
Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221
WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com
RECEIVED
OCT i 212005'
Permit Numb rs: 004 -426 (detention v
D04 :069 (retaining wall)
Job Number: 05 -196
COMMUNITY
DEVELOPMENT
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Geotechnical Engineering, Construction Inspection & Materials Testing
Job Number:
Project: Kahn Three Lots
Address: 13821 Macadam Rd S, Tukwila
Date: 4/15/2005
Description/Location: Retention vault slab
Resteel verified: Yes
Placement Data
Supplier: Stoneway
Mix Number: 5500
Slump Spec: 5"
W/C Ratio Spec: .50
Air Spec:
Total Yards: 20
Placed Via: chute
Consolidated: Yes
Required Strength (psi): 3000
Sampling and Testing Data
ASTM C 172, C 31
Cast Samples: 1-4
Cast Samples:
Weather: Overcast
Date Samples Picked Up: 4/8/2005
Other Test Methods / Standards Used:
Specimen
Number
1
2
3
4
Tested in general accordance to: ASTM C39
Copies to:
X Client
Architect
Engineer
CONCRETE REPORT
05-196 Report Number: 24501
Test Field
Date Cure
4/22/05
Resteel grade: 60
Time
Made
8 :00
Contractor
x Building Dept.
X Batch Plant
Age
mays).
7
Client:
Address:
Inspector:
on ground and footings at thickened edge.
Manufacturer: Nucor
Design ® Actual ® Batch Weights /Cubic Yard
Cement (lbs./type): 517# 517#
Fine Agg. (Ibs): 1400# 1460#
Coarse Agg. (Ibs/size): 1936# %" 1956#
Coarse Agg. (lbs/size):
Coarse Agg. (lbs/size):
Fly Ash (Ibs):
Water (Ibs or gal): 250# 235#
Admixtures (specify):
Cubic
Yards
10
Water Slump
Added C143
5gal 4"
Slump Range:
Initial Curing Method:
Comments
Excluding ASTM C31 - 12.1.5
COMPRESSIVE TEST RESULTS
x ASTM C109 ASTM C617
Note: Type of fracture does not apply when testing in conformance to ASTM C1231
Final curing in calcium hydroxide water storage tank at 73° ± 3° F
Technical Responsibility:
AIA Contracting
306 N 1 Ave, Kent
Ted Christie
Air % Conc. Temp
C 231 C 1064
63°
FtECEIVEl3x)
MAY 12. 2005
COMMUNITY
DEVELOPMENT
Permit Number:
Ambient
Temp
48°
Air % Range:
Initial Curing Temp:
ASTM C1231 x
Truck
No.
424
Pending Notes
REINFORCING / PLACEMENT: Conforms x Does Not Conform
Size Area Max Load Strength Type of Fracture
(In.) (Sq.In.) Weight (Lbs.) foil (other than cone)
6x12 28.13 29.31# 112,590 4000
David Lyal, Technical Director
This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report,
except in full, without written permission from our firm is strictly prohibited.
Page 1 of 1
6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4-US — Fax (206) 723 -2221
Ticket
No.
509980
Excluding ASTM C31 - 10.1.2
OTTO ROSENAU &ASSOCIATES, INC.
Geotechnical Engineering, Construction Inspection & Materials Testing
Job Number: 05 -196
Project: Kahn Three Lots
Address: 13821 Macadam Rd S, Tukwila
Date: 4/15/2005
Resteel verified: Yes
Placement Data
Supplier: Stoneway
Mix Number: 5500
Slump Spec: 5"
W/C Ratio Spec: .50
Air Spec:
Total Yards: 20
Placed Via: chute
Consolidated: Yes
Required Strength (psi): 3000
Sampling and Testing. Data
ASTM ;C 172, C`31
Cast Samples: 1 -4
Cast Samples:
Weather: Overcast
Date Samples Picked Up:
4/8/2005
Other Test Methods / Standards Used:
Specimen
Number
1
Test Field
Date Cure
4/22/05
2 5/13/05
3 5/13/05
4*
*Discarded
Tested in general accordance to: ASTM C39
Copies to:
X Client
Architect
Engineer
Contractor
x Building Dept.
X Batch Plant
CONCRETE REPORT
Report Number:
Client:
Address:
Inspector:
Description /Location: Retention vault slab on ground and footings at thickened edge.
Initial Curing Method: Excluding ASTM C31 -12.1.5
Comments .
COMPRESSIVE TEST RESULTS
x ASTM C109
Note: Type of fracture does not apply when testing in conformance to ASTM C1231
Final curing in calcium hydroxide water storage tank at 73° ± 3° F
24501 Permit Number: D04 -426
AIA Contracting
306 N 1 Ave, Kent
Ted Christie
Resteel grade: 60 Manufacturer: Nucor
Design ® Actual ® Batch Weights /Cubic Yard
Cement (Ibs. /type): 517# 517#
Fine Agg. (Ibs): 1400# 1460#
Coarse Agg. (lbs/size): 1936#'/." 1956#
Coarse Agg. (lbs/size):
Coarse Agg. (lbs/size):
Fly Ash (Ibs):
Water (lbs or gal): 250# 235#
Admixtures (specify):
Time : - Cubic :: Water ; Slump - Air % Conc. Temp.. :Ambient Truck ..Ticket
:Made Yards Added <. C143 •
:. 9,231 C 1064 Temp No No.
8:00 10 5gal 4" 63 48° 424 509980
Slump Range: Air % Range:
Initial Curing Temp:
Pending Notes
REINFORCING / PLACEMENT: Conforms x Does Not Conform
Age Size Area Max Load Strength Type of Fracture
(Days) (In.) (Sq.ln.) Weight (Lbs.) foil (other than cone)
7 6x12 28.13 29.31# 112,590 4000
28 6x12 28.16 29.46# 161,890 5750
28 6x12 28.16 29.38# 173,140 6150
ASTM C617 ASTM C1231 x
Technical Responsibility: ,_5.0Q0,,.n 1 0D !1.Cui - 1Y10.,1Q.✓ 4
David Lyal, Technical Director
This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report,
except in full, without written permission from our firm is strictly prohibited.
Page 1 of 1
6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4 -US - Fax (206) 723 -2221
Form No.: ADM /N -62 -02 (Rev 04/04)
Excluding ASTM C31 - 10.1.2
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P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
L' r"( A::0 .4.:.1.44 •40,14U.+w:Wotvs 4.6
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
enY
NOV 7 7.144111,
2004
Peiltf irCENT ER
PHONE: (253) 833 -7967
FAX: (253) 735 -2867
AMERICAN CANADIAN REAL ESTATE, INC.
PO Box 3280
f Kent, WA 98032
pleased to continue our role as geotechnical engineers during the project implementation. We appreciate this opportunity to be of
service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the
procedures used, or if we can be of any further assistance please call us at (253) 833 -7967.
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Respectfully Submitted,
SPEARS ENGINEERING & TECHNICAL SERVICES
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
IEXPIRES
08/16/05 ,
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PHONE: (253) 833 -7967 Report # 04001 -067
FAx: (253) 735 -2867 Page 1 of 14
Table of Contents
Subsurface Investigation 3
Introduction: 3
Authorization: 3
Purpose: 3
Scope: 3
General: 3
Geology Of Area: 3
Climate Of Area: 4
Field Exploration 4
General Notes: 4
Drilling & Sampling Procedures: 4
Laboratory Testing Program: 4
Project Description 4
Subsurface Conditions 4
General Notes: 4
Description Of Foundation Materials: 5
Foundation Discussion & Recommendations 5
General Notes: 5
Foundation Design Recommendations: 5
Slope Stability Modeling & Analysis: 6
Slope Recommendations: 6
) Construction Considerations
Excavations: 7
Lateral Earth Pressures: 7
Floor Slab-On-Grade: 7
Groundwater Control: 8
Geoseismic Setting: 8
Liquefaction Potential: 8
Summary 8
Geotechnical General Notes 9
Soil Property Symbols 9
Drilling And Sampling Symbols 9
Relative Density And Consistency Classification 9
Particle Size 9
Site Location
Earthwork:
Structural Fill:
INSPECTION & TESTING SERVICES
GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTION/PROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
I-11"1
P.O. Box 1007
AUBURN, WASHINGTON 98071-1007
Table of Contents
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
2
6
6
7
10
Site Plan with Boring Log Locations 11
Boring Log #1 12
Boring Log #2 12
Boring Log #3 13
Site Photos 14
PHONE: (253) 833-7967
FAX: (253)735-2867
Report # 04001-067
Page 2 of 14
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We were not requested to provide an Environmental Site Assessment for this property. Any comments concerning onsite conditions
and/or observations, including soil appearances and odors, are provided as general information. Information in this report is not
, ) intended to describe, quantify or evaluate any environmental concern or situation.
INSPECTION & TESTING SERVICES
GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTION/PROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
HTTP: /NWWV. SPEARS - ENGINEERING. COM
INTRODUCTION:
This report presents the results of a soils exploration and foundation analysis for the proposed residential construction to the 3 -lot
development on Macadam Road South just south of South 138 Street. This investigation was conducted for Mr. Saraj Khan.
AUTHORIZATION:
Authorization to perform this exploration and analysis was in the form of a verbal authorization to proceed from Mr. Saraj Khan.
PURPOSE:
The purpose of this foundation exploration and analysis was to determine the various soil profile components, the engineering
characteristics of the foundation materials and to provide criteria for use by the design engineers and architects in preparing or
verifying the suitability of the foundation design.
SCOPE:
The scope of the exploration and analysis included a review of geological maps of the area and a review of geologic and related
literature; a reconnaissance of the immediate site; the subsurface exploration; field and laboratory testing; and an engineering analysis
and evaluation of the foundation materials.
G ENERAL:
The exploration and analysis of the foundation conditions reported herein are considered sufficient in detail and scope to form a
reasonable basis for the foundation design. Any revision in the plans for the proposed structure from those enumerated in this report
should be brought to the attention of the soils engineer so that he may determine if changes in the foundation recommendations are
required. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the
attention of the soils engineer.
The soils engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been
promulgated after being prepared according to generally accepted professional engineering practice in the fields of foundation
engineering, soil mechanics and engineering geology. No other warranties are implied or expressed.
This report has been prepared for the exclusive use of Mr. Saraj Khan and his retained design consultants. Findings and
recommendations within this report are for specific application to the proposed project. All recommendations are according to
generally accepted soils and foundation engineering practices.
GEOLOGY OF AREA:
The soils in the area of the project site are in the Alderwood Association and the Urbanized soils types as classified by the Soil
Conservation Service from the Department of Agriculture. The Alderwood soils generally consist of moderately well drained gravelly
sandy loams over consolidated glacial till. In particular these soils are listed as Alderwood gravelly sandy loam, 6% to 15% slopes
(AgC). With some listed as Alderwood & Kitsap soils, very steep (AkF) . Runoff is medium to rapid and the erosion hazard is
moderate. The Urbanized soils are native soils that have been so disturbed over the years from development over the years that the
native soils are so blended so as to not be classified.
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Subsurface Investigation
PHONE: (253) 833 -7967
FAX: (253) 735 -2867
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
Report # 04001 -067
Page 3 of 14
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GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTION/PROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
HTTP: //W WIN. SPEARS - ENGINEERING. COM
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
CLIMATE OF AREA:
The climate of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of an annual
precipitation of 40 to 60 inches per year, and a mean annual temperature of 50°F with a frost free season of about 190 -200 days per
year.
Field Exploration
GENERAL NOTES:
The field exploration to determine the engineering characteristics of the foundation materials included a reconnaissance of the project
site, excavating the test borings, performing field penetrometer and vane shear tests and recovering disturbed grab samples. A total of
three test borings were placed on the site. The test borings were advanced to 10 feet below the existing ground surface. A site plan
supplied by Barghausen Consulting Engineers was used to locate the proposed building orientations and position the excavations. The
test borings were located by the field technician by means of normal taping and pacing procedures and are presumed to be accurate to
within a few feet. After completion, the test borings were backfilled with excavated soils and the site cleaned and leveled as required.
DRILLING & SAMPLING PROCEDURES:
The soil borings were performed with a conventional hollow stem hand auger. Representative samples were obtained from the
borings at various soil intervals. The samples obtained by this procedure were classified in the field by a soils technician, identified
according to test boring number and depth, placed in plastic bags to protect against moisture loss and transported to the laboratory for
additional testing.
LABORATORY TESTING PROGRAM:
Along with the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent
engineering characteristics of the foundation materials necessary in analyzing the behavior of the proposed building structure. The
laboratory testing program included supplementary visual classification and water content determinations on all samples. In addition,
selected samples were subjected to Atterberg Limits Tests - ASTM designation D -4318, and Grain Size Analysis - ASTM designation
C -117, C -136. All phases of the laboratory testing program were conducted according to applicable ASTM Specifications and the
results of these tests are to be found on the accompanying Logs located in the Appendix.
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Project Description
The purpose of this section is to enumerate details of the proposed structure. The following information was provided by the project
engineer. The buildings will be a one -two story daylight basement residential structures. Conventional spread footings and slab -on-
grade floors are contemplated. Differential settlements are limited to 3 /, inch. The site of the proposed building addition upon which
this soils exploration has been made is located on Macadam Road South just south of South 138 Street. The site topography consists
of a steep stair stepping slope that runs across the site and drops about 40-45 feet in a 140 -150 feet distance. The site drainage consists
of natural runoff and infiltration. The site vegetation consists of a heavily treed site with thick and lush undergrowth.
Subsurface Conditions
GENERAL NOTES:
The types of foundation materials encountered have been visually classified and are described in detail on the test boring logs
provided in the Appendix. The results of the field penetrometer and vane shear tests, moisture contents and other laboratory tests are
presented on the logs. It is recommended that the logs not to be used for estimating quantities due to highly interpretive results.
PHONE: (253) 833 -7967
FAx: (253) 735 -2867
Report # 04001 -067
Page 4 of 14
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DESCRIPTION OF FOUNDATION MATERIALS:
The soil profiles encountered were relatively consistent among the borings. The surface of the proposed construction site is covered
with 6 to 12 inches of topsoil that should be removed prior to the start of any construction due to the high compressibility of these
soils. Silty Gravelly Sandy Loam to silty sand layers were encountered beneath the existing topsoil that are typical of the Adlerwood
series and the Alderwood Kitsap series and these extended to depths beyond the scope of this investigation. Lines of demarcation
represent the approximate boundary between the soil types, but the transition may be gradual. It is to be noted that, whereas the test
borings were placed and sampled by an experienced technician, it is sometimes difficult to record changes in stratification within
narrow limits. In the absence of foreign substances, it is also difficult to distinguish between discolored soils and clean soil fills. It is
recommended that the logs not to be used for estimating quantities due to highly interpretive results.
Foundation Discussion & Recommendations
GENERAL NOTES:
Various foundation types have been considered for the support of the proposed building structure. Two requirements must be fulfilled
in the design of foundations. First, the load must be less than the ultimate bearing capacity of the foundation soils to maintain
stability; and secondly, the differential settlement must not exceed an amount that will produce adverse behavior of the superstructure.
The allowable settlement is usually exceeded before bearing capacity considerations become important; thus, the allowable bearing
pressure is normally controlled by settlement considerations.
Considering the subsurface conditions and the proposed construction, it is recommended that the structure be founded upon
conventional spread and continuous wall footing foundations. Settlements should not exceed tolerable limits if the following design
and construction recommendations are observed.
_ 1
FOUNDATION DESIGN RECOMMENDATIONS:
On the basis of the data obtained from the site and the test results from the various laboratory tests performed, we recommend that the
following guidelines be used for the net allowable soils bearing capacity.
D All footings are to be placed upon firm and unyielding native soils. Any soft spots exposed during construction should be
over - excavated and re- compacted.
D Continuous wall footings should be a minimum of 18" in width and the slab for the proposed building should be suitably
reinforced and connected to the footings so as to limit the effects of differential settlement and to provide some degree of
uniform settlement ability for the building.
D Upon excavation the subgrade soils may be very soft due to the amount of moisture in the soils. Footing drains and
downspout drains will be needed for all residential buildings.
D If the native soils are too soft at grade level when excavated then the use of pin piles may be needed for the footings. This
can be determined at the time of inspection upon excavation of each site as it is developed.
D All fill operations should be monitored by a representative of our firm for proper placement and compaction.
Footing
Depth
24 inches
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
ASTM D 1557
Subgrade Compaction
95%
PHONE: (253) 833 -7967
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Net Allowable
Soils Bearing
Capacity
2,000 lbs/ft
The footings should be proportioned to meet the stated bearing capacity and/or the Uniform Building Code 1997 minimum
1 requirements. Total settlement should be limited to 1 inch total with differential settlement of 3 /4 inch. Any excessively loose or soft
-� ) spots or areas that do not meet the compaction requirements that are encountered in the footing subgrade will require over - excavation
and backfilling with at least 2 feet of structural fill. In order to minimize the effects of any slight differential movement that may
Report # 04001 -067
Page 5 of 14
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occur due to variations in the characters of the supporting soils and any variations in seasonal moisture contents, it is recommended
that all continuous footings be suitably reinforced to make them as rigid as possible.
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SLOPE STABILITY MODELING & ANALYSIS:
Slopes may fail by a number of mechanisms, depending on the nature of the soil involved and the arrangement of natural earth
materials at the site in question. slope failures occur because forces tending to cause instability exceed those tending to resist it.
Generally, the driving forces are represented by a component of soil weight down slope, and the resisting forces are represented by the
soil strength acting in the opposite direction. The factor of safety (FS) of the slope is expressed as the ratio of the resisting forces or
"moments" to the driving forces or "moments ". When the FS is 1 or less, the slope must fail. when the FS exceeds I, the slope is
theoretically stable. When estimating the FS for the slopes encountered, we considered the following types of information:
I) The soil and water profiles.
2) The kinematics of the potential slope failure.
3) The strength and weight of the soil.
4) The proposed slope geometry.
5) Static and seismic (dynamic) loading conditions.
The site was modeled using Geo- Slope's Slope/W program (version 4). The native soils were modeled using 120 lbs. /fl unit weight
with a phi angle of 34° and no cohesion. A ground acceleration of 0.20g's was used in both the vertical and horizontal direction for
the dynamic loading conditions. We have calculated various "worst case" scenarios and have found that the site shows no indications
of any deep seated instability of the slope under either static or dynamic loading.
SLOPE RECOMMENDATIONS:
} We recommend that the proposed structures be built using the site plan as proposed by Barghausen Consulting Engineers. This site
plan is in our opinion the best use of the site. We do not anticipate that the proposed residential structures and construction of the
project will have any off-site impacts. On -site care should be taken during construction to make sure that runoff caused by wet
weather be directed away from all open excavations. The site is stable enough to support the proposed residential construction within
the recommendations made herein.
Construction Considerations
EARTHWORK:
Excessively organic top soils generally undergo high volume changes when subjected to loads. This is detrimental to the behavior of
pavements, floor slabs, structural fills and foundations placed upon them. It is recommended that excessively organic top soils be
stripped from these areas to depths of 6 -12 inches and wasted or stockpiled for later use. Exact depths of stripping should be adjusted
in the field to assure that the entire root zone is removed. It is recommended that the final exposed subgrade be inspected by a
representative of the soils engineer. This inspection should verify that all organic material has been removed. Any soft spots or
deflecting areas should be removed to sound bearing and replaced with structural fill.
Once the existing soils are excavated to the design grade, proper control of the subgrade conditions (i.e., moisture content) and the
placement & compaction of new fill (if required) should be maintained by a representative of the soils engineer. The
recommendations for structural fill presented within this report, can be utilized to minimize the volume changes and differential
settlements that are detrimental to the behavior of footings, and floor slabs. Enough density tests should be taken to monitor proper
compaction. For structural fill beneath building structures one in -place density test per lift for every 1,000 f1 is recommended. In
parking and driveway areas this can be increased to two tests per lift for every 1,000 11
Excavation equipment may disturb the bearing soils and loose pockets can occur at the bearing level that were not disclosed by the
soils borings. For this reason, it is recommended that the bottoms of the excavations be compacted in -place by vibratory compactors.
-) The upper 12 inches should be recompacted to achieve an in -place density of not less than 95% of the maximum dry density as
`--' determined by ASTM D -1557.
P.O. Box 1007
AUBURN, WASHINGTON 98071 - 1007
PHONE: (253) 833 -7967
FAX: (253) 735 -2867
Report # 04001 -067
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STRUCTURAL FILL:
Structural fill should consist of a 3 inch minus select, clean, granular soil with no more than 5% fines (- #200). Suitable structural fill
should consist of material that meets one of the following specifications, WSDOT Section 9 -03.10 Aggregate for Gravel Base,
WSDOT Section 9 -03.14(1) Gravel Borrow, WSDOT Section 9 -03.14(2) Select Borrow, WSDOT Section 9 -03.9(3) Crushed
Surfacing (Base Course Specs), WSDOT Section 9 -03.9(3) Crushed Surfacing (Top Course Specs), APWA Class A Pit Run, or
APWA class B Pit Run. Material that does not meet one of the specifications should be submitted with sieve analysis results for
approval prior to placement.
The fill should be placed in lifts not to exceed 12 inches in thickness. Each layer of structural fill should be compacted to a minimum
density of 95% of the maximum dry density as determined by ASTM designation D -1557. For structural fill below footings, the area
of the compacted backfill must extend outside the perimeter of the foundation for a distance at least equal to the thickness of the fill
between the bottom of the foundation and the underlying soils. If it is elected to utilize a compacted backfill for the support of
foundations, the subgrade preparation and the placing of the backfill should be monitored continuously by a qualified engineer or his
representative so that the work is performed according to these recommendations. The use of on -site soils as structural fill is
recommended. However, these materials may require high moisture contents for compaction and/or require a long time to dry out if
natural moisture contents are too high. This can make moisture content, lift thickness, and compactive effort difficult to control
especially during the wetter winter months.
EXCAVATIONS:
Shallow excavations required for construction of foundations that do not exceed four feet in depth may be constructed with side slopes
approaching vertical. Below this depth it is recommended that slopes not exceed one vertical to one horizontal. For deep excavations,
the soils present cannot be expected to remain in position. These materials can be expected to fail, and collapse into any excavation
thereby undermining the upper soils materials. This is especially true when working at depths near the water table. Proper care must
be taken to protect personnel and equipment. Care must be taken so that all excavations made for the foundations are properly
backfilled with suitable material compacted according to the procedures outlined in this report. Before the backfill is placed, all water
and loose debris should be removed from these excavations.
This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of
the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and
operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state and federal
requirements.
LATERAL EARTH PRESSURES:
Lateral earth pressures are dependent upon the backfill materials and their configuration and moisture content. Three inch minus sand
and gravel mixtures that are free draining are recommended for backfilling walls greater than four feet tall. There are below grade
retaining walls or walls designed for retaining earthen fills on this project. The following values may be used for this site.
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Earth Pressure Coefficients
Active, K
At Rest, IC,:
Passive, K
0.283
0.441
3.537
Earth Pressure
Active:
At Rest:
Passive:
Coefficient of Friction:
PHONE: (253) 833 -7967
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35
50
420
0.40
lbs. /11
lbs. /li
lbs. /11
FLOOR SLAB -ON- GRADE:
Before the placing of concrete floors or pavements on the site, or before any floor supporting fill is placed, the organic, loose or
obviously compressive materials must be removed. The subgrade should then be proof rolled to confirm that the subgrade contains no
soft or deflecting areas. Areas of excessive yielding should be excavated and backfilled with structural fill.
Report # 04001 -067
Page 7 of 14
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Any additional fill used to increase the elevation of the floor slab should meet the requirement for structural fill. Structural fill should
be placed in layers of not more than 12 inches in thickness, at moisture contents at or above optimum, and compacted to a minimum
density of 95% of the maximum dry density as determined by ASTM designation D -1557.
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GROUNDWATER CONTROL:
Groundwater was not encountered beneath the existing grade at the time the field exploration was conducted. Groundwater is not
expected to cause any difficulties during construction of this project. It is recommended that runoff caused by wet weather be directed
away from all open excavations. The on -site silty soils can be expected to become soft and pump if subjected to excessive traffic after
becoming wet during periods of bad weather. This can be avoided by constructing temporary or permanent driveway sections should
wet weather be forecast.
GEOSEISMIC SETTING:
This project site is located within a "Zone 3 Area" as per the 1997 edition of the Uniform Building Code. All building structures on
this project should be designed as per the U.B.C. Requirement for such a seismic classification. Additionally the on -site soils should
be classified as type SD per the 1997 U.B.C. Table 16 -1 These types of soils have a shear wave velocity in the range of 600 to 1,200
fl/sec and an undrained shear strength of 1,000 -2,000 psf with blow counts in the range of 15 -50 blows per foot. The following may
be used for the seismic coefficients.
Seismic Coefficient
Ca
Cv
Summary
Z=0.3
0.36
0.54
) LIQUEFACTION POTENTIAL:
In our review we found no evidence of liquefaction of the soils in the immediate area from any recent earthquakes. Also, the site is
located within the category III region of the Des Moines quadrangle liquefaction susceptibility map (GM -41) which has a low
susceptibility rating for liquefaction; therefore, we consider the site as having a low susceptibility to any seismic liquefaction.
When the plans and specifications are complete, or if significant changes are made in the character or location of the proposed
structures, a consultation should be arranged to review them regarding the prevailing soil conditions. Then, it may be necessary to
submit supplementary recommendations.
It is recommended that the services of our firm be engaged to test and evaluate the soil conditions during the construction phase of the
project. The design values and recommendations made herein are valid only insomuch as they are followed during the construction
phase. Additionally, monitoring and testing during the construction phase needs be performed to verify the subgrade conditions and
that suitable materials are used and that they are properly placed and compacted.
While the recommendations made herein are considered sufficient in detail for the construction of the proposed project, there are
many alternative methods of construction which are available. We can discuss various other options for construction at your request.
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
PHONE: (253) 833 -7967
Fox: (253) 735 -2867
Report # 04001 -067
Page 8 of 14 '
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SOIL PROPERTY SYMBOLS
Q ■:
Q:
r
M:
LL:
PI:
DD:
WD:
WT:
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Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split- spoon.
Unconfined compressive strength, tons/ft
Penetrometer value, unconfined compressive strength, tons/ft
Vane value, ultimate shearing strength, tons/ft
Water content, %
Liquid limit, %
Plasticity index, %
Natural dry density, lbs/ft
Natural wet density, lbs/ft
Apparent groundwater level at time noted after completion.
DRILLING AND SAMPLING SYMBOLS
SS: Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted.
ST: Shelby Tube - 3" O.D., except where noted.
AU: Auger Sample.
GB: Grab Sample.
DB: Diamond Bit.
CB: Carbide Bit.
WS: Washed Sample.
Geotechnical General Notes
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Terms (Non - Cohesive Soils)
Very Loose
Loose
Slightly Compact
Medium Dense
Dense
Very Dense
PARTICLE SIZE
Terms (Cohesive Soils)
Very Soft
Soft
Firm (Medium)
Stiff
Very Stiff
Hard
Boulders
Cobbles
Gravel
Bin.+
8in. -3in.
3 in. -5nun
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Coarse Sand
Medium Sand
Fine Sand
Standard Penetration Resistance
0 -2
2 -4
4 -8
8 -16
16 -26
Over 26
Standard Penetration Resistance
0 -2
2 -4
4 -8
8 -15
15 -30
Over 30
5 mm - 0.6 mm
0.6 nun -0.2mm
0.2 mm - 0.074 mm
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Q. - (tons/ft
0 - 0.25
0.25 - 0.50
0.50 - 1.00
1.00 - 2.00
2.00 - 4.00
4.00+
Silts 0.074 mm - 0.005 mm
Clays 0.005 mm & Smaller
Report # 04001 -067
Page 9 of 14
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P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Site Location
PHONE: (253) 833 -7967
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Report # 04001 -067
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P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Site Plan with Boring Log Locations
Site plan supplied by Barghausen Consulting Engineers
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HELL WIG'S ADD
UNRECORDED
BLOCK 1 LOT 3
Report # 04001 -067
Page 11 of 14
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P.O. Box 1007
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Boring Log #1
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(R)
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
a
Date: 4/27/2004
soling Log I I
Boling Type: Hollow Stem Hand Auger
Field Change
Description in Soils %M
Topsoil
SM, Silty Sand with Gravel
ML, Sandy Silt
ML, Sandy Silt with Gravel
end ofboring
16.1%
26.7%
24.5%
V % "A'
1.00 90.1% 82.2%
1.25 100.0% 99.9%
1.50
95.8%
File 4: 04001 -067
Client: Saraj Khan
Depth Drilled: 10 feet
% -44 % -#40 %4200 Comments
86.2%
65.3%
95.5%
59.8%
31.9%
66.2%
52.6%
AU, moist, mottled
AU, moist, dark brown to grey, firm
AU, wet, grey, still'
Boring Log #2
th
(R)
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
Field
Description
Topsoil
ML, Sandy Silt
ML, Sandy Silt
ML, Sandy Silt with Gravel
end of baring
Date: 4/27/2004
Boring Log it: 2
Boring Type: Hollow Stem Hand Auger
Change
in Soils %M
32.9%
30.0%
27.4%
V % }/4
0.75 100.0%
1.00 100.0%
1.50 ! 97.6%
File 4: 04001 -067
(]lent: Saraj Khan
Depth Drilled: 10 feet
%-/14 %-#40 %-4200 Cormlerds
99.5%
99.4%
78.5%
94.6% 59.6%
95.9% 66.8%
64.5% : 56.1%
4
AU, wet, mottled
AU, wet, dads brown to grey, firm
AU, wet, grey, stiff
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Report # 04001 -067
Page 12 of 14
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D*
(Ft)
1.0
2.0
3.0
4.0
5.0
r
6.0 :
r
Field
Description
Topsoil
SM, Silty Sand with Gravel
ML, Sandy Silt
7.0
r
8.0
f
9.0
10.0 end of boring
ML, Sandy Silt with Gravel
Date: 4/27/2004
Boring Log #: 1
Boring Type: Hollow Stem Hand Auger
Change
in Soils %M
26.8%
19.1%
r
r
15.6% : 2.00
f
a.
V % %" %-#4 %-#40 %#200 Comments
r Y i i Y
1.25 : 96.0% ; 84.8% : 62.9% : 37.3% :AU, moist, mottled
Y Y Y Y Y
I I I I 1
I I I I
1.50
File it 04001-067
Client Saraj Khan
Depth Drilled: 10 feet
95.2% ; 88.4% ; 78.6% ; 62.6% AU, moist, reddish/dark brown/grey,
:firm
1. 1 I 1 1
r
I I
I 1 I I
I . 1
r r r r r
I I I
I I I I
✓ r P :
: 98.2% : 84.3% : 63.3% : 55.7% :AU, moist, greyish brown, stiff
✓ r 'r 'r f
I
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•
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P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Boring Log #3
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Report # 04001 -067
Page 13 of 14
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INSPECTION & TESTING SERVICES
GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTION /PROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
HTTP : //WWW.SPEARS- ENGINEERING.COM
A: Looking northwest across Macadam Road South
at the north 'A of the site. Note the lush vegetation and
the lack of any indications of slope instability.
C: Looking south from Macadam Road South
at the north end of the project site. The
driveway (adjacent property to the north) in
the foreground is actually on the project site
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Site Photos
PHONE: (253) 833 -7967
FAX: (253) 735 -2867
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
B: Looking northwest across Macadam Road South at
the south ''A of the site. Here again the existing slope
appears to be very stable. Tree growth indicative of
the high moisture contents of the native soils.
D: Looking north on site at the cut bench area
where the previous residence was located. In the
area of boring #2.
Report # 04001 -067
Page 14 of 14
c i•.jy •••. .J :f'Y: ^'�.'^': Y.v ..etF':�Y .., fib. ° ..
Collons Engineering, LLC
195 Front Street N • Issaquah, WA 98027
p: (425) 369 -1101 • f: (425) 369 -1157
February 20, 2005
. Mr. Bob Benedicto, Building Official
City of Tukwila
6300 Southcenter Blvd.
Suite 100
Tukwila, WA 98188
RE: Building Permit plan Review
Khan Detention Vault
Project No. D04 -426
Dear Mr. Benedicto:
Structural
Sincerely,
Collons Engineering, LLC
Bryan L. Collons, PE, SE
Encl.
cc: Hal Grubb, Barghausen
Phil Brazil, Reid Middleton DOZ,I,
RECEIVED
FEB 2 8 2005'
COMMUNITY
DEVELOPMENT
REVIEWED FOR
CODE COMPLIANCE
MAR - 2 2005
City Of `i uRwiia
BUILDING DIVISION
2VOLI bids' Ops Jo
-42l0
As requested in your review memo dated December 6, 2004 we have reviewed our calculations
and plans and made corrections where noted. The attached drawings and supplemental or
revised calculations are submitted for your review.
FILE COPY '-
fr - - - - --
I. Completed special inspection forms will be provided by the owner.
2. Mr. Frank Spears of Spears Engineering & Technical Services has provided the attached
letter confirming the use of 4,000 psf allowable bearing for the footing design.
3. We have reviewed the slab for a 16 kip point load point load located at mid -span and at
the slab edge for the worst moment and shear conditions. The reinforcing and concrete
strength shown on the plan are adequate for the imposed loads. Attached are
supplemental calculations for your review. It was not necessary to update the plans.
4. The footing depth and reinforcing is specified in the table on sheet S2. For a 2' -3" wide
footing the depth is 12 ".
5. Detail 20 /S I and the loading criteria have been revised to reflect the appropriate grade
elevations. The design is unchanged. See also item 3.
6. See response to item 2.
Please contact me directly if you have any questions. The owner is anxious to resolve permit
issues expeditiously. I will be out of the office February 20th & 2I st.
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2/4/2005 9:50 AN FROM: Spears Engineering Spears Engineering _rechncial Services, PS
MA CONTRACTING
306N 1
Kent, WA 98032
Attn: Mr. Sabir Khan
Gentlemen:
INSPECTION & TESTING SERVICES
GEOTECHNICAL ENGINEERING
CONSTRUCTION MATERIALS ENGINEERING
CONSTRUCTIONIPROJECT MANAGEMENT
SPECIALIZING IN ROADS & BRIDGES
HTTP : / /WWW.SPEARS- ENGINEERING.COM
Re:
Project:
Report Date:
As per your request, we have reviewed the allowable soils bearing report prepared for the above referenced job site. As per our
discussions with Collons Engineering, LLC it is our understanding that the detention vault will be placed at 11 feet below the existing
grade. hi accordance with generally accepted engineering practice the net allowable soils bearing capacity of 2,000 psf may be
increased to 4,000 psf due to depth at which the soils bearing will be applied for the vault.. The soils bearing may also he increased by
another 1/3` for seismic loading conditions.
Additionally, we were on -site at the project to begin monitoring the subgade excavation. There will be approximately 3,000 yds'
removed from the site and two retaining walls constructed that are 10 -11 feet in height. We discussed with the site foreman that
excavation and placement of the upper wall will need to he completed prior to excavating for the lower retaining wall. It is critical
that during these wetter winter months that proper drainage of the site be maintained and that the exposed subgrade he covered with
plastic as much as possible to protect the subgrade from becoming saturated.
We appreciate this opportunity to be of service to you and we look forward to working with you in the future If you have any
questions concerning the above items, the procedures used, or if we can he of any further assistance please call us at (253) 833 -7967.
cc: Bryan Collons, Cottons Engineering, LLC
Hal Grubb, Barghausen Consulting Engineers
P.O. Box 1007
AUBURN, WASHINGTON 98071 -1007
Site Inspection
3 -Lot Project on Macadam Road South @ S 138 Street
02/04/2005
Respectfully Submitted,
SPEARS ENGINEERING & TECHNICAL SERVICES
J. Frank Spears, P.E.
Principle
PHONE: (253) 833-7967
FM: (253) 735 -2867
Page 2 of 8
PAGE: 001 OF 001
SPEARS
ENGINEERING &
TECHNICAL
SERVICES
I EXPIRES
06/16/05 I
Report # 05001.016
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COLLONS ENGINEERING
195 Front Street North • Issaquah, WA 98027
p: (425) 369.1101 • F (425) 369.1157
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ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM
ADAPT -RC Version 4.01 Date: 2/20/2005 Time: 1:32:07 PM File: Khan -Point
1- PROJECT TITLE Khan Vault Lid
1.1 DESIGN STRIP Khan - Point
2 - MEMBER ELEVATION
[ft) 9
^
11.00 l-r
___,„
3 -TOP REBAR
3.1 User selected
3.2 User selected
3.3 ADAPT selected
3.4 ADAPT selected
5 - BOTTOM REBAR
5.1 User selected
5.2 User selected
5.3 ADAPT selected
5.4 ADAPT selected
:
®3 #7X90_
:
6 - REQUIRED & PROVIDED
6.1 Top Bars ma a
-.
r in
equired .... __.. _. °'-
provided 1.0
BARS
0.00
-_
I
I
I 1
2.>`
6.2 Bottom Bars a
rnax 3.36
8 - LEGEND
9 - DESIGN PARAMETERS
9.1 Code: ACI P = 5 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear)
9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments)
10 - DESIGNER'S NOTES
Page 5 of 8
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ADAPT CORPORATION
STRUCTURAL CONCRETE SOFTWARE SYSTEM
1733 Woodside Road, Suite 220, Redwood City, California 94061
ADAPT -RC FOR REINFORCED CONCRETE BEAM /SLAB DESIGN
Version 4.01 AMERICAN (ACI- 318- 99 /UBC -1997)
ADAPT CORPORATION - Structural Concrete Software System
1733 Woodside Road, Suite 220, Redwood City, California 94061
Phone: (650)306 -2400, Fax: (650)364 -4678
Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com
DATE AND TIME OF PROGRAM EXECUTION: Feb 20,2005 At Time: 13:32
PROJECT FILE: Khan - Point
P R O J E C T T I T L E :
Khan Vault Lid
Khan - Point
1 - G E N E R A L D E S I G N PARAMETERS
CONCRETE:
STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi
for COLUMNS 3000.00 psi
MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi
for COLUMNS 3604.00 ksi
CREEP factor for deflections for BEAMS /SLABS 2.00
CONCRETE WEIGHT NORMAL
SELF WEIGHT 150.00 pcf
REINFORCEMENT:
YIELD Strength 60.00 ksi
Minimum Cover at TOP 1.00 in
Minimum Cover at BOTTOM 1.00 in
ANALYSIS OPTIONS USED:
Structural system ONE -WAY
Moment of Inertia over support is NOT INCREASED
Effective flange width consideration NO
2 - I N P U T G E O M E T R Y
S F(
P OI
A RI LENGTH! WIDTH
N MI ft I in
-1 3 - - - -4 5
1 1 11.00 72.00
LEGEND:
1 - SPAN
C = Cantilever
< - -- CLASS - - ->
D = DEAD LOAD
L = LIVE LOAD
1 L C
1 D U
1 SW U
2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS
DEPTH!
in I
6
12.00
2.2 - S U P P O R T W I D T H A N D
SUPPORT < LOWER COLUMN >
WIDTH LENGTH B(DIA) D CBC*
JOINT in ft in in
- -1 2 3 4 5 6
1 .00 8.00 120.00 8.00 (2)
2 .00 8.00 120.00 8.00 (2)
3 - I N P U T A P P L I E D LOAD I N G
I TOP IBOTTOM /MIDDLEI
I FLANGE I FLANGE I REF I
width thick.! width thick.IHEIGHTI
in in I in in I in I
7 8 9 10 - - - -11
-12.00
*THE COLUMN BOUNDARY CONDITION CODES (CBC)
Fixed at both ends ...(STANDARD)
Hinged at near end, fixed at far end
Fixed at near end, hinged at far end
Fixed at near end, roller with rotational fixity at far end
TYPE >
U = UNIFORM P = PARTIAL UNIFORM
C = CONCENTRATED M = APPLIED MOMENT
Li= LINE LOAD
Intensity ( From ... To ) ( M or C
SPAN CLASS TYPE k /ft "2 ( ft ft ) (k -ft or k
-1 2 3 4 5 6 7
.480 .00 11.00
.00 11.00
NOTE: LIVE LOADING is SKIPPED with a skip factor of
C O L U M N D A T A
16.00 5.50
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR "'HAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
1.00
Khan- Point.doc
Page 6 of 8
MULTIPLIER
left right
12- - - -13-
.50 .50
3 - FORM
1 = Rectangular section
2 = T or Inverted L section
3 = I section
4 = Extended T or L section
7 = Joist
8 = Waffle
11 - Top surface to reference line
UPPER COLUMN >
LENGTH B(DIA) D CBC*
ft in in
7 8 9--- -10 - --
.00 .00 .00 (1)
.00 .00 .00 (1)
...At)
...ft)
8
1
2
3
4
Total on Trib
k /ft
9
2.880
.900
1 of 3
3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING
4.1 For Uniform Spans and Cantilevers only
UNIFORM
(k /ft ^2), ( CON. or PART. ) (MOMENT )
SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft )_
- 1 2 3 4 5 6 7 8
1 L C 16.00 5.50
1 D U .480
NOTE: SELFWEIGHT INCLUSION REQUIRED
LIVE LOADING is SKIPPED with a skip factor of
Note:
- -- = Span /Cantilever is Nonuniform, see block 4.2
1.00
4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S
SPAN AREA I Yb Yt
in ^2 in ^4 in in
- 1 2 3 4 5
1 864.00 .1037E +05 6.00 6.00
5 - DEAD LOAD MOMENTS, SHEARS & REACTIONS
< 5.1 SPAN M OMEN T S (k -ft) > < 5.2 SPAN SHEARS (k) >
SPAN M(1)* midspan M(r)* SH(1) SH(r)
-1 2 3 4 5 6
1 .00 57.17 .00 -20.79 20.79
Note:
* = Centerline moments
Note:
* = Centerline moments
Calculated as ( 1.40D + 1.70L)
10.1 FACTORED DESIGN MOMENTS (k -ft)
Note:
* = face of support
10.2 FACTORED REACTIONS 10.3 FACTORED COLUMN MOMENTS (k -ft)
(k) < -- LOWER column - -> < -- UPPER column - ->
JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> JOINT max min max min max min
- -1 2 Lower columns - -- -Upper columns -1 2 3 4 5 6 7
1 20.79 .00 .00 1 42.71 29.11 .00 .00 .00 .00
2 20.79 .00 .00 2 42.71 29.11 .00 .00 .00 .00
6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S S
< -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - ->
< left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - ->
SPAN max min max min max min left right
- 1 2 3 4 5 6 7' 8 9 --
1 .00 .00 44.00 .00 .00 .00 -8.00 8.00
<- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -f t) >
< - -- LOWER COLUMN - - -> < - -- UPPER COLUMN >
JOINT max min max min max min
- -1 2 3 4 5 6 7 - --
1 8.00 .00 .00 .00 .00 .00
2 8.00 .00 .00 .00 .00 .00
10 - F A C T O R E D M O M E N T S & R E A C T I O N S
< left* > < - - -- midspan - - - -> < right* >
SPAN max min max min max min
- 1 2 3 4 5 6 7
1 .00 22.44 154.85 80.04 .00 22.44
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
Page 7 of 8 -
Khan- Point.doc 2 of 3
11 - M I L D STEEL
Top bar extension beyond where required
Bottom bar extension beyond where required
11.1 - M I L D S T E E L - T O T A L
11.1.1 TOP STEEL SELECTION AT MID -SPAN
(in ^2) < -- SELECTION - ->
SPAN ( ULT MIN *) NO SIZE LENGTH
- -1 2 3 4 - - -5 6
1 ( .00 .00)
11.1.2 TOP STEEL SELECTION AT SUPPORTS
(in ^2) < -- SELECTION - ->
JOINT ( ULT MIN *) NO SIZE LENGTH
- -1 2 3 4 - - -5 6
1 ( .00 .00)
2 ( .00 .00)
11.1.3 TOTAL WEIGHT OF REBAR =
134.9 lb
S T R I P
12.00 in
12.00 in
BOTTOM STEEL AT MID -SPAN
(in ^2) < -- SELECTION - ->
( ULT MIN *) NO SIZE LENGTH
7 8 9- 10 11-
( 3.36 1.56) 6 # 7 x 1l' -0"
BOTTOM STEEL AT SUPPORTS
(in ^2) < -- SELECTION - ->
( ULT MIN *) NO SIZE LENGTH
7 8 9- 10 11-
( .00 .00)
( .00 .00)
AVERAGE = 2.0 psf
Note:
Min* = Minimum rebar listed under column 3 and 8 is calculated based
on "rho min = .0018 b h * (60ksi) "
Number of bars listed under column 4 is based on either area of bar under
column 2 or column 3, whichever is larger.
Number of bars listed under column 9 is based on either area of bar under
column 7 or column 8, whichever is larger.
11.4 - S E L E C TI O N . O F R E B A R
11.4.1 STEEL PROVIDED
SPAN ID LOCATION NUM BAR LENGTH [ft] AREA (in ^2]
- - 1 - - - -2 3 4 - - - -5 6 7
1 1 B 3# 7 x '13'0" 1.80
1 2 B 3# 7 x 9'0" 1.80
Notes:
Bar location - T = Top, B = Bottom.
NUM - Number of bars.
Refer to steel disposition tables and PTsum graphical display for
positioning of bars.
11.4.2 STEEL DISPOSITION - TOP BARS
I TOP STEEL 1
SPAN 1 ID LOCATION 1 NUM BAR LENGTH [ft]I
- 1-- - -1 - -2 3 ) --- 4 - - - - 5 6 1
11.4.3 STEEL DISPOSITION - BOTTOM BARS
BOTTOM STEEL 1
LOCATION I NUM BAR LENGTH (ft)1
3 I --- 4 - - - - 5 6 1
FULL I 3# 7 x 12'0" 1
RIGHT 1 3# 7 x 7'7" I
1
12 - S H E A R D E S I G N FOR BEAMS AND ONE -WAY SLAB SYSTEMS (ACI 318 -89)
No shear reinforcement required
13 - MAXIMUM SPAN D E F L E C T I O N S
Concrete's modulus of elasticity Ec = 4030.00 ksi
Creep factor K = 2.00
Values in parentheses are (span /max deflection) ratios
< DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE >
SPAN DL DL +CREEP LL DL +LL +CREEP
-1 2 4 5 6
1 .03 .09( 1479) .03( 4037) .12( 1082)
Khan- Point.doc
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
Page 8 of 8
3 of 3
Collons Engineering, LLC
195 Front Street North • Issaquah, WA 98027
p: (425) 369 -1101 • f: (425) 369 -1157
P
Khan 3 -Lot Development
Detention Vault
Project Khan 3 -Lot Development
Location Tukwila, Washington
Contractor Saraj Khan
American Canadian Real Estate, Inc.
PO Box 3280
Kent, WA 98032
Structural Bryan Collons, P.E., S.E.
Project Number 04 -096
Date
REVIEINED FOR
CODE COMPLIANCE
isroopoltro
MAR - 2 4305
City or Thkw
a�In,�la
BUILDING DIVISION
n. � yN1. MItl..M �'Y.MI x � w At�:wryyyt�Y1
November 24, 2004
FILE Cop
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NOV 29
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EXPIRES 11/2/200V
COLLONS ENGINEERING
195 Front Street North • Issaquah, WA 98027
p: (425) 369.1101 • f: (425) 369 -I 157
W t\
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Project Khan 3 -Lot Development
Project No. 04-016
Date Sketch
By BLG Sheet
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Project Information
Khan 3 -Lot Development
Detention Vault
Tukwila, Washington
Saraj Khan
American Canadian Real Estate, Inc.
PO Box 3280
Kent, WA 98032
Geotechnical Report Reference
Spears Engineering & Technical Services
Report 04001 -067. Dated May 3, 2004
Vault Geometry
Length 42.00 ft - Interior Dimensions
Width Cell 1 11.00 ft - Interior Dimensions
Lid Thickness 1.00 ft
Soil grade over vault Max. 134.00 ft
Min. 131.00 ft
Under Side of Vault Lid 128.50 ft
Top of Vault Lid 129.50 ft
Vault Bottom 120.13 ft
Soil Cover
Wall Height
Loading Criteria
AASHTO Loading H2O (H20 or H25)
Surcharge 240 psf
Equivalent Loading 80 psf uniform thrust
2.00 ft of additional fill
Geotechnical Design Values
Allowable Soil Bearing
Native Soil 4,000 psf
Struct'l Fill 4,000 psf
Detn Vault 1- span.xls
11/24/2004
1:48 PM
4.50 ft
8.37 ft
Material Strengths
Concrete Walls 3,000 psi
Footings 3,000 psi
Lid 5,000 psi
Reinforcing Steel 60,000 psi
Project Number 04 -096
Z
EFP Restrained 40 pcf
EFP passive 420 pcf
EFP uniform - seismi 167 psf 34 Seismic load of 34 x wall height / 1.7. Actual seismic load fac
EFP uniform - gravity psf Uniform pressure of 0 x wall height. Live load factor = 1.7
Friction Coeff. 0.45
Soil Density 120 pcf
Lid Density 150 pcf (85 pcf =HCP, 150 = Concrete)
- of 10
Project Information
Khan 3 -Lot Development Project Number 04 -096
Detention Vault
Tukwila, Washington
Saraj Khan
American Canadian Real Estate, Inc.
PO Box 3280
Kent, WA 98032
Exterior Walls
Wall Thickness 8.00 in Soil Grade at Calculation Point: 134 ft
Concrete Strength 3,000 psi
Rebar Grade 60,000 psi
Soil Pressure top 467 psf
base 802 psf
Design Values Service Factored 1.7
Moment 5,672 lb -ft 9,643 lb -ft
R top 2,423 lb 4,119 lb
R bot 2,890 lb 4,913 lb
Reinforcing
Wall Shear
Footing dowel
Slab dowel
Shear, Vn, at top of wall
Shear, Vn, at base of wall
Detn Vault 1- span.xls
11/24/2004
1 :48 PM
Horizontal Reinforcing Options:
Rho Horiz #4 @ 12 in o/c rho = 0.0020
#5 @ 18 in o/c rho = 0.0020
#6 @ 18 in o/c rho = 0.0025
Crack Control z - limit to 145 k /in
Vertical Reinforcing Options: fs [ksi] dc [in] Ac [in2] z [k /in]
#5 @ 9 in o/c 24 2 36 100 OK
#6 @ 13 in o/c 24 2 52 113 OK
#7 @ 18 in o/c 24 2 72 126 OK
#8 @ 24 in o/c 24 2 96 138 OK
#5
#5
One -way shear, Vc, with dowels at center of wall 5.26 kips /ft
One -way shear, Vc, with dowels at inside face of wall 7.89 kips /ft Wall shear OK
Footing dowel shear with friction coefficient = 1.0 & #5 dowel 18.60 kips /bar
Place #5 footing dowels 2- inches from inside wall face. Space dowels at 38 o/c max.
Space dowels at 46 o/c max.
Place #5 slab dowels in center of wall.
4.85 kips /ft
5.78 kips /ft
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Project Information
Khan 3 -Lot Development
Detention Vault
Tukwila, Washington
Project Number 04 -096
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Saraj Khan Z
American Canadian Real Estate, Inc. Q
PO Box 3280 W
Kent, WA 98032 a 1.
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Exterior Footing - ALL Si DES J to
Footing Thickness 12.00 in Soil Grade at Calculation Point: 134 ft U- • .
Wall Thickness 8.00 in Allowable Soil Bearing: 4000 psf W O
Tributary Width 6 ft
J
Concrete Strength 3,000 psi t� a
Rebar Grade 60,000 psi = W
1- _
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Design Loads Service Service Factored H O .
Dead Soil 540 psf 2,970 plf 4,158 plf w ~ uj
Lid 150 psf 925 plf 1,295 plf
Wall 837 plf 1,172 plf U N
Ftg weight 338 plf 0
Soil Wedge at Heel 1,318 plf W W
Live Surchai 240 psf 1,480 plf 2,516 plf - U
7,867 plf 9,141 plf
Z
iii
Width 1.97 ft Use 2.25 ft Wall Load for Slender Design
Soil Bearing Service 3,497 psf DL 3,895 plf O F-
Factored 4,063 psf LL 1,480 plf Z
Moment Mu 5.1 kip -ft
Shear Vu 0.5 kip
Vn 0.6 kip
Vc Shear OK, calculation not required, cone shear failure.
Reinforcing
Longitudinal Reinforcing Options:
3 #4
2 #5
2 #6
Detn Vault 1- span.xls
11/24/2004
1 .4R PM
Transverse Reinforcing Options:
#5 @ 21 in o/c
#6 @ 31 in o/c
#7 @ 42 in o/c
#8 @ 55 in o/c
Transverse reinforcing not required. Cone shear failure.
Project Information
Khan 3 -Lot Development
Detention Vault
Tukwila, Washington
Buoyancy
Saraj Khan
American Canadian Real Estate, Inc.
PO Box 3280
Kent, WA 98032
Vault Geometry
Length
Width
Lid Thickness
Detn Vault 1- span.xls
11/24/2004
1:48 PM
Soil grade over vault
Under Side of Vault Lid
Vault Bottom
Bottom of slab
Soil Cover
Wall Height
Allowable Water Table
Potential uplift
Walls
Lid
Soil Cover
Footings
Floor
5 in thick
Soil Column 19.00 in proj
Slab Rebar
T = 1123 plf
As = 0.021 in ^2 /ft
Callout: #4 @ 10 oc transverse
43.3 ft - outside dimensions
12.3 ft - outside dimensions
1.00 ft
132.50 ft
128.50 ft
120.13 ft
119.71 ft
1.50 ft
8.4 ft
124.0 ft
128,648 lb
93,186 lb
6,681 lb
96,200 lb
37,575 lb
33,403 lb
267,044 lb
179,803 lb
Ratio 3.473
Set footing drain no higher than Elev. 124.00 ft
Floor Slab Gross Uplift 266.6 psf
Slab Weight 62.5 psf
Net Uplift 204.1 psf
Project Number 04 -096
Average Cover Depth
perimeter only
perimeter only
Vu = 1.91 klf
Vn =2.25 klf
Vc = 3.29 klf
5 of /0
Total amount of ftg that extends beyond the wall face.
Accounts for both sides of the vault.
Accounts for dry soil above ftg drain only.
« Design floor reinforcing for net uplift »
COLLONS ENGINEERING
195 Front Street North • Issaquah, WA 98027
p: (425) 369.1101 • f, (425) 369.1157
ths-vuT L � .
CO j 4,s' SOIL —
p 4, sx. )moo = SAD pSF
L■ E L b Z SOIL.
z40?5F
b S cot.) wr1T1-
�F,
, 4, ovop
Protect Khon 3 -Lot Development
Project No. 04 -016
Date Sketch 10 / 16
By BLG Sheet LP
ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM
ADAPT -RC Version 4.01 Date: 11/24/2004 Time: 1:37:23 PM File: Khan
1- PROJECT TITLE Khan Vault Lid
1.1 DESIGN STRIP
2 - MEMBER ELEVATION
[ft]
11.00 0
___.L
3 - TOP REBAR
3.1 User selected
3.2 User selected
3.3 ADAPT selected
3.4 ADAPT selected .—.--
.
® 9 #5x2'0"
5 - BOTTOM REBAR
5.1 User selected
5.2 User selected
5.3 ADAPT selected
5.4 ADAPT selected
.
i
Q13#7X12'0
6 - REQUIRED & PROVIDED BARS
6.1 Top Bars m2X 2.59
(in 1
required .._ . --- .. o.
provided
i
1.
2.
3.
6.2 Bottom Bars m 4.51
8 - LEGEND
9 - DESIGN PARAMETERS
9.1 Code: ACI P, = 4 ksi f = 60 ksi (longitudinal) f = 60 ksi (shear)
9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments)
10 - DESIGNER'S NOTES
v „
ADAPT CORPORATION
STRUCTURAL CONCRETE SOFTWARE SYSTEM
1733 Woodside Road, Suite 220, Redwood City, California 94061
ADAPT -RC FOR REINFORCED CONCRETE BEAM /SLAB DESIGN
Version 4.01 AMERICAN (ACI- 318- 99 /UBC -1997)
ADAPT CORPORATION - Structural Concrete Software System
1733 Woodside Road, Suite 220, Redwood City, California 94061
Phone: (650)306 -2400, Fax: (650)364 -4678
Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com
DATE AND TIME OF PROGRAM EXECUTION: Nov 24,2004 At Time: 13:38
PROJECT FILE:
P R O J E C T T I T L E :
Khan Vault Lid
1 - G E N E R A L D E S I G N PARAMETERS
CONCRETE:
STRENGTH at 28 days, for BEAMS /SLABS 4000.00 psi
for COLUMNS 3000.00 psi
MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi
for COLUMNS 3604.00 ksi
CREEP factor for deflections for BEAMS /SLABS 2.00
CONCRETE WEIGHT NORMAL
SELF WEIGHT 150.00 pcf
REINFORCEMENT:
YIELD Strength 60.00 ksi
Minimum Cover at TOP 1.00 in
Minimum Cover at BOTTOM 1.00 in
ANALYSIS OPTIONS USED:
Structural system ONE -WAY
Moment of Inertia over support is NOT INCREASED
Effective flange width consideration NO
Khan
2 - I NP U T G E O M E T R Y
S Fl
P 01 I
A RI LENGTH WIDTH
N Mj ft I in
1 3 - - - -4 5
1 1 11.00 120.00
LEGEND:
1 - SPAN
C = Cantilever
JOINT
1
1
1
1
1
2
c - -- CLASS - - ->
D = DEAD LOAD
L = LIVE LOAD
SPAN CLASS TYPE
-1 2 3
L
D
SW
2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS
DEPTH
in
6
12.00
3 - FORM
1 =
2 =
3 =
4 =
7 =
8 =
11 - Top
2.2 -SUPPORT W I D T H AND
3 - I N P U T A P P L I E D LOADING
U .240 .00
U .540 .00
U .00
11.00
11.00
11.00
TOP BOTTOM /MIDDLE
FLANGE f FLANGE I REF I
width thick.I width thick.IHEIGHTI
in in I in in I in I
7 8 9 10 - - - -11
-12.00
SUPPORT < LOWER COLUMN > <
WIDTH LENGTH B(DIA) D CBC* LENGTH
in ft in in ft
2 3 4 5 6 7
.00 8.00 120.00 8.00 (2) .00
.00 8.00 120.00 8.00 (2) .00
*THE COLUMN BOUNDARY CONDITION CODES (CBC)
Fixed at both ends ...(STANDARD)
Hinged at near end, fixed at far end
Fixed at near end, hinged at far end
Fixed at near end, roller with rotational fixity at far end
< TYPE >
U = UNIFORM P = PARTIAL UNIFORM
C = CONCENTRATED M = APPLIED MOMENT
Li= LINE LOAD
NOTE: LIVE LOADING is SKIPPED with a skip factor of
1.00
Khan.doc
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR'tHAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
surface to reference line
COLUMN DATA
1
2
3
4
MULTIPLIER
left right
12- - - -13-
.50 .50
Rectangular section
T or Inverted L section
I section
Extended T or L section
Joist
Waffle
2.400
5.400
1.500
UPPER COLUMN
B(DIA) D CSC`
in in
8 9--- -10 - --
.00 .00 (1)
.00 .00 (1)
Intensity ( From ... To ) ( M or C ...At) Total on Trib
k /ft "2 ( ft ft ) (k -ft or k ...ft) k /ft
4 5 6 7 8 9
1 of 3
OV
0
3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING
UNIFORM
(k /ft"2), ( CON. or PART. ) ( MOMENT )
SPAN CLASS TYPE LINE(k /ft) ( keft or ft -ft ) ( k -ft a ft )
-1 2 3 4 5 6 7 8
1 L U .240
1 D U .540
NOTE: SELFWEIGHT INCLUSION REQUIRED
LIVE LOADING is SKIPPED with a skip factor of
4 - C A L C U L A T E D SECTION P R O P E R T I E S
4.1
SPAN
-1
1
For Uniform Spans and Cantilevers only
Note:
* = Centerline moments
1
AREA I Yb Yt
in "2 in "4 in in
2 3 4 5
1440.00 .1728E +05 6.00 6.00
Note:
= Span /Cantilever is Nonuniform, see block 4.2
5 - DEAD LOAD MOMENTS, SHEARS & REACTIONS
< 5.1 SPAN M O M E N T S (k -ft) > c 5.2 SPAN SHEARS (k) >
SPAN M(1)* midspan M(r)* SH(1) SH(r)
-1 2 3 4 5 6
1 .00 104.36 .00 -37.95 37.95
JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) ->
-1 2 Lower columns - -- -Upper columns
1 37.95 .00 .00
2 37.95 .00 .00
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
6 -" L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S
c -- 6.1 L I V E LOAD SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - ->
< left* > < - -- midspan - > < - - -- right* > <- -SHEAR FORCE - ->
SPAN max min Max min max min left right
-1 2 3 4 5 6 7 8 9 --
1 .00 .00 36.30 .00 .00 .00 -13.20 13.20
Note:
* = Centerline moments
<- 6.2 REACTIONS (k) -> <
Calculated as ( 1.40D + 1.70L)
10.1 FACTORED DESIGN MOMENTS (k -ft)
Note:
* = face of support
6.3 COLUMN MOMENTS (k -f t)
< - -- LOWER COLUMN - - -> c - -- UPPER COLUMN - - ->
JOINT max min max min max min
1 2 3 4 5 6 7 - --
1 13.20 .00 .00 .00 .00 .00
2 13.20 .00 .00 .00 .00 .00
10 -FACTORED MOMENTS & R E A C T I O N S
< left* > c - - -- midspan - - - -> < right* >
SPAN Max min max min max min
-1 2 3 4 5 6 7
1 .00 31.48 207.78 146.07 .00 31.48
10.2 FACTORED REACTIONS 10.3 FACTORED COLUMN MOMENTS (k -ft)
(k) < -- LOWER column - -> < -- UPPER column - ->
JOINT Max min max min Max min
-1 2 3 4 5 6 7
1 75.57 53.13 .00 .00 .00 .00
2 75.57 53.13 .00 .00 .00 .00
Khan.doc 2 of 3
11 - M I L D S T E E L
Top bar extension beyond where required 12.00 in
Bottom bar extension beyond where required 12.00 in
11.1 - M I L D STEEL - TOTAL
11.1.1 TOP STEEL SELECTION AT MID -SPAN
(in - 2) c -- SELECTION - ->
SPAN ( ULT MIN *) NO SIZE LENGTH
-1 2 3 4 - - -5 6
1 ( .00 .00)
11.1.2 TOP STEEL SELECTION AT SUPPORTS
(in - 2) < -- SELECTION - ->
JOINT ( ULT MIN *) NO SIZE LENGTH
-1 2 3 4 - - -5 6
1 ( .00 2.59) 9 # 5 x 1' -0"
2 ( .00 2.59) 9 # 5 x 1' -0"
11.1.3 TOTAL WEIGHT OF REBAR
Note:
Min* = Minimum rebar listed under column 3 and 8
on "rho min = .0018 b h * (6oksi) "
Number of bars listed under column 4 is based on
column 2 or column 3, whichever is larger.
Number of bars listed under column 9 is based on
column 7 or column 8, whichever is larger.
11.4 - S E L E C T I O N O F R E B A R
STEEL PROVIDED
S T R I P
SPAN ID LOCATION NUM BAR LENGTH (ft] AREA [in
- 1 - - - -2 3 4 - - - -5 6 7
1 1 T 9# 5 x 2'0" 2.79
1 2 T 9# 5 x 2'0" 2.79
1 3 B 8# 7 x 12'0" 4.80
BOTTOM STEEL AT MID -SPAN
(in "2) < -- SELECTION - ->
( ULT MIN *) NO SIZE LENGTH
7 8 9 - -10 11 - --
( 4.51 2.59) 8 # 7 x 11' -0"
BOTTOM STEEL AT SUPPORTS
(in < -- SELECTION - ->
( ULT MIN *) NO SIZE LENGTH
7 8 9 - -10 11 - --
( .00 .00)
( .00 .00)
198.6 lb AVERAGE = 1.8 psf
is calculated based
either area of bar under
either area of bar under
Notes:
Bar location - T = Top, B = Bottom.
NUM - Number of bars.
Refer to steel disposition tables and PTsum graphical display for
positioning of bars.
SPAN
-1-
1
1
DESl IA" 1 b
S- 4.gk
\O
11.4.2 STEEL DISPOSITION - TOP BARS
TOP STEEL
ID LOCATION 1 NUM BAR LENGTH (ft]1
-2 3 1- --4- -- -5 6 1
1 LEFT 1 9 # 5 x 2'0"
2 RIGHT 1 9# 5 x 2'0"
f l
11.4.3 STEEL DISPOSITION - BOTTOM BARS
BOTTOM STEEL
SPAN 1 ID LOCATION 1 NUM BAR LENGTH [ft]1
1-- - -f - -2 3--- 4 - - - -5 6
1 1 3 RIGHT 1 8# 7 x 11'11"
12 -SHEAR D E S IG N FOR BEAMS AND ONE -WAY SLAB SYSTEMS (ACI 318 -89)
No shear reinforcement required
13 - MAXIMUM S P A N D E F L E C T I O N S
Concrete's modulus of elasticity Ec = 4030.00 ksi
Creep factor K = 2.00
Values in parentheses are (span /max deflection) ratios
c DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE >
SPAN DL DL +CREEP LL DL +LL +CREEP
-1 2 4 5 6
1 .03 .10( 1350) .03( 5269) .12( 1075)
6.4s%nz1>
�1 g I (v
.� (,5 to
Khan.doc
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
3 of 3
1
01 -02 -2007
HAL P. GRUBB, P.E.
1821572AVS
KENT WA 98032
RE: Permit No. D04 -426
13821 MACADAM RD S TUKW
Dear Permit Holder:
City of Tukwila
Steven M Mullet, Mayor
Department of Community Development Steve Lancaster, Director
•
•
In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or fmal inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for
additional periods not exceeding 90 days each. Extension requests must be in writinE and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 02/09/2007 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
shall,
Permit Tec i cian
xc:
Permit File No. D04 -426
•
•
k
6300 Southcenter Boulevard, Suite #100, • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431.3665
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October 23, 2006
Sabir Khan
AIA Contracting
306 N 1st Ave
Kent, WA 98032
RE: Request for Extension
Development Permit No. D04 -426 & D05 -069
Khan Development— 13821 Macadam Rd S
Dear Mr. Khan:
This letter is in response to your written request for an extension to Permit Numbers D04 -426 and D05-
069. The City of Tukwila Building Division will be extending the expiration date of your permits for an
additional 180 days. Therefore the expiration date for Permit Numbers D04 -426 and D05 -069 is now
February 9, 2007.
If you should have any questions, please contact our office at (206) 431 -3670.
Sincerely,
A
n fer arshall
m i Te hnician
File: Permit No. D04 -426 & D05 -069
P:Vennifeaxtension Letters\Pem»ts1D04 -426 & D05 -069 Permit Extension 2.doc
Page I of I
jest
City of Tukwlla
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
(UNAtw.......1 4.64,4 r- .- ...,...,r:w. ;w.w:+.::+JM..+r�,.:r141 .' x_. aiid. u�4o .veYZ.:;::ri:A+.�,��uz..:ddct•.'
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665
10/03/2006 23:00 2538547027
6300 Southcenter Boulevard, Suite #100
TUKWILA, WA 98188
RE: P e r m i t No. i )05 069 1 i { - Zlp
13821 MACADAM RD S TUKW
AMERICAN CANADIAN RE
AlA CONTRACTING
October 4, 2006
Dear Jennifer Marshall:
In reply to your letter, we had some issues with the construction site and we now have
them all cleared up. We would appreciate it if you could extend the permit for another 90
mss, although the project will be completed within 30 days. We appreciate your time and
patience and help in this manner.
4 9 4 ;d
Sincerely,
Sabar Khan
Manager
306 N 1ST AVE • KENT, WA • 98032
PHONE: 253- 261 -9716 • FAX: 253- 854 -7027
PAGE 03/03
CITY O
OCT 0 4 2005
PERMIT CE NTE
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10 -03 -2006
HAL P. GRUBB, P.E.
1821572AVS
KENT WA 98032
RE: Permit No. D04 -426
13821 MACADAM RD S TUKW
Dear Permit Holder:
In reviewing'our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division:
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by permit is not . .
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or.
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of tiinelor
additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 11/11/2006, your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
arshall,
Permit Technician
xc: ' Permit File No. D04 -426
Guy of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665
April 25, 2006
Sabir Khan
306 N 1st Av
Kent, WA 98032
Cizy of Tukwila
Department of Community Development Steve Lancaster, Director
RE: Request for Extension
Development Permit No.'b04 =426:& D05 -069
Khan Development- 13821 Macadam Rd S
Dear Mr. Khan:
If you should have any questions, please contact our office at (206) 431 -3670.
Sincerely,
ifr 1�I arshall
Permit Technician
154-40
File: Permit No. D04 -426 & D05 -069
P:Vennifer\Extension Letters\Pemiils\D04.426 & DOS -069 Permit Extension.doc
Page I of 1
jem
Steven M. Mullet, Mayor
This letter is in response to your written request for an extension to Permit Numbers D04 -426 and D05-
069. The City of Tukwila Building Division will be extending the expiration date of your permits for an
additional 180 days. Therefore the expiration date for Permit No. D04 -426 is now October 23, 2006 and
the expiration date for Permit No. D05 -069 is now November 11, 2006.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665
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03 -03 -2006
HAL P. GRUBB, P.E.
1821572AVS
KENT WA 98032
RE: Permit No. D04 -426
13821 MACADAM RD S TUKW
Dear Permit Holder:
Based on the above, you are hereby advised to:
Thank you for your cooperation in this matter.
Sincerely,
ifer arshall,
Permit Technician
xc: Permit File No. D04 -426
City of Tukwila
Steven M Mullet, Mayor
Department of Community Development Steve Lancaster, Director
In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Call the City of Tukwila Inspection Request Line at 206- 431 -2451 to schedule for the next or final inspection. .
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve a one or more extension of time for
additiona perios not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 04/26/2006, your permit will become null and
void and any further work on the project will require a new permit and associated fees.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206.431 -3665
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10 -03 -2005
HAL P. GRUBB, P.E.
1821572AVS
KENT WA 98032
RE: Permit No. D04 -426
13821 MACADAM RD S TUKW
Dear Permit Holder:
In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve a one - time extension up to 180 days.
Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have
prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 11/05/2005, your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Permit Technician
Ciiy of Tukwila
Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection.
lM ' • OUP v\I Q
Jenni - arshall,
xc: Permit File No. D04 -426
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665
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Reid iddleton
February 25, 2005
File No. 262004.005/00802
Mr. Bob Benedicto
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — Final Submittal
Khan Detention Vault (D04 -426)
Dear Mr. Benedicto:
We reviewed the proposed project for compliance with the structural provisions of the
1997 Edition of the Uniform Building Code as amended and adopted by the City of
Tukwila. The applicant responded successfully to our comments.
Sheets Si and S2 were submitted in response to our initial plan review and inserted into
the original drawing set. The other sets of drawings should be reconciled in preparation
for permit issuance.
Enclosed is one complete set of the structural drawings (bound with the civil drawings
submitted originally) and two additional copies of the revised structural sheets. We are
also forwarding the structural calculations, geotechnical report, and correspondence
from the structural engineer for your records. If you have any questions or require any
additional clarification, please call.
Sincerely,
Reid Middleton, Inc.
KtrAF
Kyl K. Iamatsuka, P.E., S.E.
Senior Engineer
Enclosures
cc: Hal Grubb, Barghausen
Bryan Collons, Collons Engineering
ti j\26se \planrevw \tukwi la \04 \t008r2.doc \kky
FEB 2 R 7005
C6' • .'
DEVELOPMENT
Washington
Oregon
Alaska
Engineers
Planners
Surveyors
Reid Middleton, Inc.
728134th Street SW
Suite 200
Everett, WA 98204
Ph: 425 741 -3800
Fax: 425 741 -3900
November 30, 2004
Dave Swanson, P.E.
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Structural Review
Khan Detention Vault - DO4 -426
13821 Macadam Road S, Tukwila
Dear Mr. Swanson:
Please review the enclosed plans and documents for structural compliance with the 2003 International
Building Code.
If you should have any questions, please feel free to contact me at (206)431 -3672.
Sincerely,
Kit k iVel h .
Brenda Holt,
Permit Coordinator
encl
xc: Permit File No. D04 -426
city of Tukwlla
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206. 431 -3665
Reid iddleton
December 6, 2004
File No. 262004.005/00801
Mr. Bob Benedicto, Building Official
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — First Submittal
Khan Detention Vault (D04 -426)
Dear Mr. Benedicto:
giGt RE ci;vED
DEC 0 8 2004
We reviewed the proposed project for compliance with the structural provisions of the
2003 International Building Code (IBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant should address the
comments below. Note that the "WSxx" code references are to Washington State
Amendments of the applicable code.
General
1. Responses to the review comments below should be made in an itemized letter
form. We recommend the permit applicant have the structural engineer respond
and resubmit two sets of the revised structural drawings and one copy of the
supplemental structural calculations. All information should be submitted
directly to Reid Middleton, Inc.
Geotechnical
1. Special inspection by the Geotechnical Engineer of Record should be provided
for at least the aspects of construction noted below, as recommended in the
geotechnical report by Spears Engineering and Technical Services (undated).
See IBC Sections 1704.7 and 1802.
a. Site excavation and grading.
b. Verification of soil - bearing capacity.
c. Placement of structural fill and soil compaction.
d. Placement of foundation and retaining wall backfill.
D OpM T
Washington
Oregon
Alaska
Engineers
Planners
Surveyors
Reid Middleton, Inc.
728134th Street SW
Suite 200
Everett, WA 98204
Ph: 425 741 -3800
Fox: 425 741 -3900
Mr. Bob Benedicto, Building Official
City of Tukwila
December 6, 2004
File No. 262004.005/00801
Page 2
Architectural
1. No comments.
Structural
r ~ �
1. Structural special inspection by qualified special inspectors should be provided,
per IBC Sections 1704 and.1707. The following is a summary of the structural
special inspections:
a. Concrete construction: Continuous, see also Section 1704.4.
b. Reinforcement at concrete construction: Periodic, see also Section 1704.4.
2. The allowable vertical soil pressure in the geotechnical section of the structural
notes, Sheet SI, and Note 2 of the Footing Schedule, Sheet S2, should be
changed from 4,000 to 2,000 psf as recommended on page 5 of the geotechnical
report. The widths of the footings should be reviewed for structural adequacy.
3. The design live load in the section of the structural notes on criteria, Sheet SI, is
specified as H20, which refers to concentrated wheel loads of 4 kips and 16 kips
located 6 feet by 14 feet apart, per ASSHTO specification. The live load
assumed in the calculations is 240 psf. Sheet SI should be revised to specify the
assumed live load.
4. Section 20 /S1 references the plan for the depth of the footing. The foundation
plan on Sheet S2, however, does not appear to provide this information. The
footing depth(s) should be specified on the drawings for review.
5. Sections 20 /S1 specifies the ground surface elevation above the vault as
131.24 feet minimum and 132.52 feet maximum. The calculations, however,
assume a maximum elevation of 134 feet (see page 2) and Sheet Cl indicates a
top -of- paving elevation above 134 feet. The structural and civil drawings should
be coordinated.
6. Based on the service loads determined on page 4 of the calculations and
allowable vertical soil bearing value recommended by the geotechnical engineer,
the width of the footings should be increased to 4 feet.
Reid iddleton
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Mr. Bob Benedicto, Building Official
City of Tukwila
December 6, 2004
File No. 262004.005/00801
Page 3
Responses to the review comments above should be made in an itemized letter form.
We recommend the permit applicant have the structural engineer respond and resubmit
two sets of the revised structural drawings and one copy of the supplemental structural
calculations directly to our office.
Corrections and comments made during the review process do not relieve the permit
applicant or the designers from compliance with code requirements, conditions of
approval, and permit requirements; nor are the designers relieved of responsibility for a
complete design in accordance with the laws of the state of Washington. This review is
for general compliance with the International Building Code as it relates to the project.
If you have any questions or need any additional clarification, please contact us.
Sincerely,
Reid Middleton, Inc.
-p
Phil' Brazil, P.E., S.E.
Senior Engineer
cc: Hal Grubb, Barghausen
Bryan Collons, Collons Engineering
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ACTIVITY NUMBER:
PROJECT NAME:
D04 -426 DATE: 11 -29 -04
KHAN DEVELOPMENT
SITE ADDRESS: 13821 MACADAM ROAD SOUTH
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter # Revision #_afterrbefore permit is issued
1
DEPARTMENTS: ' �06
Building Iiision L
Public W 7rH'1l� [ F �
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
l C� 4t- //- o
Planning Division C J
Structura lAp r P Permit Coordinator i pir
�J
nn 4` - I Z/27`.�
Fire evention
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -30 -04
Complete [d Incomplete ❑
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route [ Structural Review Required [ No further Review Required ❑
Q Q
REVIEWER'S INITIALS: DATE:
DUE DATE: 12 -28 -04
Approved ❑ Approved with Conditions Not Approved (attach comments) ❑
Notation:
APPROVALS OR CORRECTIONS:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slIp,doc
2-28-02
PERMM1f' COORD COPY
DATE:
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NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
68086 KM= LINEN
XOE Oa
at∎TI IuLNO k I'S(
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN
THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.
General Structural Notes
(THE FOLLOWING APPLY It E56 3HO 41 OTHERWISE ON TIE DRAWINGS.)
CRI TERIA
ALL_MAr IALS SHIP DE516N NO CONSTRUCTION SHALL CONFORM TO TIE
DRAWIN66, SPECIFICATIONS, AND TIE INTERNATIONAL BUILDING GODS (IBC), 2003 EDITION.
.,/ _. _._�� -, .
D5I6N LOADING CRITERIA:
LIVE LOAD H2O
t, DEAD LOAD 6' TO 4' -41' Cf DIRT (SEE CIVIL)
STRUCTURAL DRAMIN66 SHALL BE USED IN CGN.IANGTION HIM GIYIL MAKINGS FOR BIDDING AND
GONSTRIUGTION. CONTRACTOR SHALL VERIFY DIIEN5ION5 NV CCMVITIONS FOR GGIPATIBILITY AND SHALL
NOTIFY GIYIL ENGINEER CF ALL Dl GA ES PRIOR TO CONSTRUCTION.
V
CONNTRACTOR SHALL PRO1IDE TEMPORARY BRACING FOR TIE STRUCTURE AW
STRUCTURAL CCWCIENTS UNTIL ALL FINAL GIMMICKS HAVE BEEN COMPLETED IN
ACCORDANCE METH THE DRAMIN66.
MtKTILR SHALL BE BIBLE FOR ALL SAFELY PRGGAUTIO S NV TIE
IETHOD5, TEGINIQUES, 552AXES OR PROCEDUR5 REQUIRED TO PERFORM TIE M.
CGNIRAGTOR- INITIATED CHANGES SHALL BE SUBMITTED IN TOTING TO TIE GIVL
AND STRUCTURAL 14611 FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. GIIN16E5
WIN ON SHOP DRMIN6S ONLY MILL NOT SATISFY THIS IEQUIREMNT.
DRANIN66 INDICATE 6EHERAL NV TYPICAL DETAILS OF CONSTRUCTION. MIRE
GOIWITION5 ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS
5HGNI, SIMILAR DETAILS OF 6051*JGTION SHALL EE USED, SUB.EGT TO REVIEW MD APPROVAL
BY THE CIVIL MD THE STRJGiUR*L 0451tEER.
ALL STRUCTURAL 5Y511315 GOHPO,ED OF GOMPOIfNT5 TO BE FIELD ERECTED SHALL BE
SUPERVISED BY THE SUPPLIER DURING HAMJFACTURIN6, DELIVERY, LINKING, STORM,E AND
ERECTION IN MGORDANGE MITE INST)GTI05 PREPARED BY 11E SUPPLIER.
SHOP DRAMIN66 FOR RE:1WORGING 51EE1. SEAL EE SUBMIT1ED TO TIE CIVIL n STRUCTURAL
ENSI EER FOR REYIE i PRIOR TO FABRICATION OF THESE ITEMS.
CONTRACTOR SHALL SUBMIT MALL ELEYATICN DRAMIN(fi OF AT LEAST 1/8' : I'-0' SCALE INDICATING
LOCATIGML5 OF GatEGTION DOEVIENTS AND NAL,L OPENINGS FOR REVIEK PRIOR TO
CONSTWCTICN. CONTRACTOR .SOH, LL COORDINATE METH REI CW.DE1T SHOP DRANING6.
SHOP DRMIN6 R'VIEM: 1/I10I5ION5 AW QUANTITIES ARE NOT REVIDED BY TIE
BN$IM33R OF IEGORD AW II13EFORE MUST BE VEERIFIED BY THE CONTRACTOR. 11E
CONTRACTOR SHALL I VIEN AND STAMP DRAMIN% PRIOR TO REVIDI BY D46ItEER OF RECORD.
SUBMITTALS SHALL INCLUDE A REPRODUCIBLE MV OfrE COPY. 11E REPRODUCIBLE SHALL BE
HMI) RV MITRED.
5H01' DRAM* SUBMITTALS MESSED BY TIE 8N$IMIR NE NOT CHANGE ORDER. TIE
PURPOM OF 5f10? DRAMS SUBMITTALS BY TIE CONTRACTOR 19 TO DEANSTRATE TO TIE
INNER THAT TIE CONTRACTOR Uhr ERSTMb5 THE DESIGN CONCEPT BY IWIGATING PHIGH
MATERIAL 15 !MENDED TO BE f M1ISIED AW INSTALLED NV BY DETAILING TIE INTENT XD
FABRICATION NV INSTALLATION IETHOD5. IF DEVIATIONS, DISGREPANGIES, OR CONtIG15
MUM SHOP DRJIM1IN6 SUBMITTALS AND TIE WW1 vowels T5 ARE DISGOVEFED, EITHER
PRIOR TO CR AFTER, SHOP WANING SUBMITTALS ARE PROS BY THE ENGIMIR, TIE DE5I6N
DRAMIN66 AND SP CIFICATIOl6 SHALL CONTROL ARV SHALL BE FOLUM.
SHOP MAKINGS CF DESI6N BUILD Gam, INCU.VING UTILITY VAULT LIDS N4 MA1fbLL
SHALL INCUIVE TIE DE'SI6NIN6 PROFYS6IONAL ENSITEE R'S STAMP, STATE OF MIUHIN6TON, AW
SHALL. BE APPROVED BY TIE GO1rCIE NT DE5I6IIEZ PRIOR TO CURSORY REVI81 BY THE
E46IIE OF RECORD FCR LOADS Iif'IOSED ON TIE BASIC 51Rk LURE. THE Cafa 3NT
DESICIER 15 li fttIS1BLE FOR CODE NV ALL ItGESSARY GaIUTI0N5 NOT
SPECIFICALLY GALLO OUT ON CIVIL OR STRUCTURAL DRMIN66. 5IIOP DRAMIN66
SHALL INDICATE MMNITUDE AND DIRECTION OF ALL LOADS IPIV5ED ON BASIC 511;UG1URE.
DE5I6N mamas SHALL BE MADE AVAILABLE UPON IEQJEST.
DEMOTIC* CCN RETE CONSTRUCTION, 51 k 1URAL STEM FABRICATION ND ELECTION
( taur iN6 PIELD MEAING AND HI6H- 51R6+15T4 FIELD 80LTIN6) , EXPANSIGN BOLTS, THREADED
EXPMi5ICH INSERTS, AW EPDXY 6ROUTID II TA LATION SHALL BE 9 JFRVISW IN ACCCRDANGE MITHI
SECTION 1101 OF TIE MC MD TIE FT .EGT SPEGIFICATW I'S BY A QUALIFIED TESTING MEW
DESIGNATED BY 1IE CIVIL. 1W CIVIL NV STRUCTURAL O16IIER SIA.L BE
FURNISIED METH Ca :1E5 OF ALL INSF6GTION REPORTS lab TEST RESULTS.
GEOTEGNIGAL
FOUWATICN N711:5: 5126RADE REPARATION WI INS DRALNA6E, EXCAYATION, GOIE'NTLON, R4
FILLING >EWIIEeU15, SHALL C WCRI STRICTLY MiTH REGOMODATIOI5 6IVEN IN 11E 5011.5 FEW CR
A5 DIRECTED BY TIE 6EORECRIIGAL 13NGIIER. FOXIN66 SHALL BEAR ON FIRM, UNDISTURBED EARTH CR
GON1W LL , COMM STRWIURAL FILL, AT LEAST lb' BB.OMt VIE% ADJAaNT FINISIEU GRADE.
FOOTING DEPTHS/ ELEVATIOTS 90tH ON TIE DRAMIN% ALE MINIMUM ND FCR MIME ONLY; TIE ACTUAL
B.EVATION5 OF FOOTINGS SWILL BE E5TAPL.JSHED BY TIE CONTRACTOR IN TIE FIELD MORKING METH TrE
TESTING LAB NV wow::GIluiGAL ENGIMEER. BAGICFiLL EEHIID ILL RETAINING MNI L5 KITH HEE
DRAININ5, 6RJal .m FILL AM PRDifIDE FOR SUBSURFACE DR'AINME AS NOTED IN TIE errattIC1L
ALLOMABIE SOIL FREGURE
SOIL DENSITY
GOEFFIGEMTr OF FRICTION
LATERAL EARTH FRE6URE -
LAMM. EARTH RESSURE -
. . _ NATIVE
_ . . 51t UGT'L FILL
ACTIVE: tESTRADED - DRr
RESTRAIN - SATURATED
PA66IVE:RPSTRAIIW - DRY
•
4,000 ?SF
4,000 PT
120 PCF
0.40
50 PCF
80 PCF (Ar56UME))
420 PCF
- i
5EOf6GIRCR RBRT E: 9 JIK BN6I1EERIN6 l TECINIGAL S3 VIGEi. N)Ite Oaf- 0 61.
DA 1w MY 3, 2004
SUFRBINTAL IOIORADA OM ISION 4, 20th
CONCRETE
CONCRETE SHALL BE HIRED, PROPORTiONT , CONVEYED AND PLACED IN M CCRAWGE MITFI IBC
SECTION 1105 AND AG1 301. STRENGTHS AT 28 DAYS AND NiX CRITERIA 5HAU. BE AS FGLLOMS:
TYPE OF GONSlIGTIGN
A. FOOTINGS
B. HALLS AaV CURBS
C. VAULT LID
11E MINIMUM AIIOUMi5 OF GEMENTITIOUS MATERIAL MAY BE CIIM164? IF A CONCRETE FETfO MKE NIX IS
SUBMITTED TO TIE STRUCTURAL EN5IttiR A1'b TIE BUILDING DEPARTMENT FOR APPROVAL Tit MIS PRIOR
TO PLACING ANY CONCRETE. THE FT330RNANGE MIX SHALL INGUJDE TIE JJiOIJI S OF WENT, HIE AN?
COARSE A66R66ATE, MATER NV ADMIXTURES, AS HEEL AS THE MATER -GWENT RATIO, SUJMP, 04401E
YIELD RV SUBSTANTIATING STRENGTH DATA IN AI(,CORDANCE META AGI 3I8 41, CHAPTER 5. Willi OF
NIX SUBMITTALS BY TIE ENGIER OF RECORD INDICATES CItY THAT IWORNATION PRESENTED COIM*
6EWALLY MATH CONTRACT DOCUMENTS. GONTRIGTOR OR SUPPLIER MAINTAINS PULL RESPONSIBILITY FOR
SPECIFIED PE#IFORMAWCE.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING MATER SHALL BE AIR- DI1RAINED WITH AN AIR -
CONTENT GGWORNIN6 TO IBC TABLE 1
CONCRETE MAY BE PLACED BY TIE 'SHIOTGRETE' PE`TIIOD, FROiiIDED HIE AFPROiIAI.S, 1515, NV
INSPECTIONS IEWIRED BY TIE BUILDING DEPARTMENT ARE OBTAIIE?. 51OrGRETE MATERIALS, ECIJIP1ENE,
FROCERIFES, FRXR11045, BATGHIN5 AND MIXING, AND PLMEIE NT SHALL BE IN ArrGORDMICE MITHI MI
506R -40 AND IBC SECTION 1114.
REIWCRGIN6 51B3. SHAD. CONFORM TO ASTM A615 (INGU)DING SUPPLEMENT SI) , 6RADE 60, fy
60,000 PSI. EXCEPTIONS: BARS SPECIFICALLY NOTED AS SUCH CH THE DRAMIN66 SHALL BE GRADE 40,
fy = 40,000 PSI . 6RADE 60 REIWORG1N6 BARS MHICH ARE TO BE MELDED SHALL WOW TO A514 A106.
REIWGR O 4T GOIFLYING KITH ASTN Ab15(51) MY BE MELDED ONLY IF TIE CONTRACTOR SII34I15
MATERIAL ?STERN REPORiS INDICATING GC ORTAI E KITH YELPING PRA SPECIFIED IN A.M.S.
D1.4.
REINFORCING 5TEM SHALL BE DETAILED ( INCLUDING NOM RV BOO IN AGGORDANGE KITH AGI
315-12 AND 318 -1'I. LAP ALL CONTINUOUS REIIFG GENT (*5 SMALLER) 40 BEAR DIAMETERS CR
2' -0' MINIMUM. PROVIDE CORER BARS AT ALL MALL AND FOOTING IN1EMWGTIO S. LAP CORER BARS
(*5 MV SMALLER) 40 BAR DIAIErE S CR 2' -0' HINI)V14. LAPS CF LARGER BARS STALL BE MADE IN
AGGORDANGE METH AGI 318 -1'I, CLASS B. LAP ADJACENT MATS OF PELDED MIRE FABRIC A MINIM OF S'
AT SIDES AND ENDS.
NO BARS PARTIALLY El BRED IN HOMED CONCRETE SHALL BE FIELD BENT LJl& 6 OBERMISE NOTED ON
HIE DRAMIN66 OR APPROVED BY TIE 51*JGTURAL ENSILE.
CONCRETE FROlEGTION (co) VER FOR REIWORGIN6 511$ SHALL BE AS FOL.LQ+6: 0 p `CE
CAIST - -IN- FLAME CONCRETE: SEE CIVIL DRAMIIN66 FOR DUCT LCiGATICKS AID DIIENSIa5 OF RIFE
FEIETRATIOKS NV OPENINGS IN CONCRETE MALLS RD WILT LID.
FUE COP
Perna
Man 'view approval 1e subject to anus does and
Approval �0�°3°r' or art/ adopted code
gPf
Dew -49g
City (ilia&
NE 1/4 OF SE 1/4 OF SECTION 16, TOWNSHIP 23 N, RANGE 4
CITY OF TUKWILA, WASHINGTON
26 PAY STRENGTH
( cl
3,000 PSI (1.)
3,000 PSI (1.)
5,000 PSI (2.)
I. NIEES SHALL BE PROPORTIOI& 50 AS NOT TO EM S° TIE MAXIM SLUM'S INDICATED.
2. PROPORTION MIX FOR SLAM HYDRATION RATE AND Lai HEAT SE ATION TO MINIMIZE
PLASTIC 5IPII A6E CRACKS.
FOOTINGS MD OPER )AFC O? SURFACES
CAST MAINST Jab PERMNE NTLY DAZED TO EARTH:
FOLD SMAGES EXPOSED TO EARTH
(1 .e. MALLS BELOM 6RoL V) CR TO MEATIER ($6 BARS CR LUBBER
(1 BARS CR SMALLER)
GOLUNN1 TIES (OR SPIRALS) AND BEAM STIRRUPS
!LABS AND MAULS ( INTERIOR FAZE) 6REATE1t OF (BAR DI METER PLUS 1 /6') or 4'
REVIEWED
.sue f :.' Zc,tifal c:af:.R'J:..�e �.1:s de fG'k iii(.
F. I ^.v9.1 M is rL'>t��
Pro.is'_ •cif lk T.:L:roue:cal 8:i' •;•:, Code
. ; a ear 11Aur: a a:si CA*
1
- 7 .
MINIMUM GENT CONTENT
MAX. N C
FER aim TARP RATIO
4 SACKS
4i SACKS
5i SACKS
0.50
0.48
0.46
BMWS
No changes shall be mob to the solve
ViCe* without pier approval of
Tz!kwIla EdMD
NOTE: Rev w® rag ins a new plan submittal
and may include adddoafrl plane tees.
G:::. 3 VS
General Notes 18
•
, W.M.
GORIER BARS TO
MATCH EXTERIOR
HORIZ. REINF.
H111E1IIEIll5 - I
•
11= 111E111E
$3
'4
$5
$6
#3
$4
$5
$6
$1
$3
$4
*5
#6
NORMAL FOOTING
REINFORCING
ADDITIONAL
VERT. BARS
16'
22'
21'
35r
21'
28'
35'
46'
63'
•
13'
11'
21'
21'
16'
22s
21'
35
48 '
6'
15'
10'
12
SINGLE CURTAIN
CRONES
MU.
MIN I1404 STRAI6411' DEVELOPMENT LENGTH (14)
14
141'
23'
31
MINIMUM LAP SPLICE LENGTHS n.$) (aAss B)
18'
24'
30'
40'
54
GORIER BARS TO MATCH
CROSS MALL HORIZ. REINF.
(ALT. HOOKS)
Lilt OF EXCAVATION
f : 3000 P51 ft = 4000 tO 5000 P51
BAR SIZE TOP BARS OTTER BARS TOP BARS OTHER BARS
'TOP BARS' ARE HORIZONTAL BARS WITH MORE THAN 12' DEPTH OF
CONCRETE CAST BELOW THEM.
IF CLEAR CONCRETE CLOVER 15 LESS THAN 2x THE DIAMETER OF
TIE BAR OR TIE CENTER-TO-CENTER SPACING 15 LESS THAN (4)
BAR DIAwETL , THEN VALUES SHALL BE INCREASED BY 43%
f ft : 4000 t0 5000 P5I
BAR SiZE TOP BAR5 OTTER BARS TOP BARS OTTER BARS
'TOP BAS' ARE HORIZONTAL BARS NTH MORE THAN 12' DEPTH OF
CONCRETE CAST 1313.0/411e4.
F CLEAR CONCRETE COVER 15 LE561WM 2x TIE DIAMETER OF
TIE BAR OR 11E Gairet- TO-cet1ER SPAGII'L5 IS LESS 1IWI (4)
BAR DIMMERS, TEEN YALLES SHALL BE INCREASED BY 43%.
14110104 Emeaxteir LE'i6T145 AM FOR 5TA1'DARD DV HOOKS
A. for general :
BAR 511E fG = 30010 P5I f`G : 4000 to 5000 1
6'
T
g'
10'
L SIDE COVER MST BE Ems. TO OR 6REATEt THAN 2 '.
2. EEO COVER FOR 410' HOOKS HET EE EQUAL
TO OR 6RFATEe TIAN 2'.
12'
15'
la'
24'
16'
14'
23'
31'
42'
4
Comer Bars 9
Reinfon:ementoevelopment Length and Spice s 19
6AWAi' IZED I'0
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3 10/22/04 TES HPG HPG REVISED DETENTION VAULT
2 7/19/04 TES HPG HPG REVISED HOUSES PER ARCHITECT
I 1 5/7/041 KIB I HPG HPG REVISED PER CITY COMMENTS
No. Date By Clod. I Appr. 1 Revision
GRADING AND DRAINAGE
FOR
KHAN 3 -LOT DEVELOPMENT