HomeMy WebLinkAboutPermit D03-348 - DHS BUILDING - WALL M2DHS BUILDING -
WALL "M2"
12500 TUKWILA
INTERNATIONAL
BLVD
D03 -348
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Parcel No.: 7340600602 Permit Number: D03 -348
Address: 12500 TUKWILA INTERNATIONAL BL TUKW Issue Date: 12/31/2003
Suite No: Permit Expires On: 06/28/2004
Tenant:
Name: DHS BUILDING - WALL 'M2'
Address: 12500 TUKWILA INTERNATIONAL BL, TUKWILA WA
Owner:
Name: INTRNL GATEWAY EAST III Phone:
Address: 12201 TUKWILA INTRNTL BLVD, SEATTLE WA
Contact Person:
Name: RALPH HAGLER
Address: 12201 TUKWILA INTERNATIONAL BL, TUKWILA WA
Contractor:
Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700
Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA
Contractor License No: SABEYCI033KM Expiration Date:01 /06/2005
DESCRIPTION OF WORK:
CONSTRUCTION WALL "M2" MODULAR BLOCK WALL FOR PORTION OF THE NORTH PARKING LOT.
Value of Construction: $ $5,800.00
Type of Fire Protection:
Type of Construction:
Water Meter:
doc: Devperm
City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
DEVELOPMENT PERMIT
Phone: 206 281 -8700
Fees Collected: $493.16
Uniform Building Code Edition: 1997
Occupancy per UBC:
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: N
Storm Drainage: N
Street Use: N Profit: N
Water Main Extension: N Private: N
N
D03 -348
Public: N
Non - Profit: N
Public: N
Printed: 12 -31 -2003
City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Permit Center Authorized Signature:
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 cons ction or the p:y ormance of work. I am authorized to sign and obtain this development permit.
Date: 1 2(30 3
Signature:
doc: Devperm
D03 -348
Date:
O
Print Name: 01,∎!(4/
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.
Printed: 12 -31 -2003
6: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * **
12: A map which shows the haul route.
15: Business License with the City of Tukwila.
doc: Conditions
City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
PERMIT CONDITIONS
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5: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be 8 FP
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construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any o ' -
other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this = w
code shall be valid. I -
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Parcel No.: 7340600602 Permit Number: D03 -348
Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED
Suite No: Applied Date: 11/10/2003
Tenant: DHS BUILDING - WALL 'M2' Issue Date: 12/31/2003
1: ** *BUILDING DEPARTMENT CONDITIONS * **
2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division.
3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any
construction. These documents are to be maintained and available until final inspection approval is granted.
4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997
Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition).
7: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and
completion of work at least 24 hours in advance.
8: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans
shall be submitted to the Inspector for prior approval.
9: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified
flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around
hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work.
10: Any material spilled onto any street shall be cleaned up immediately.
11: A copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally
insured).
13: Hauling over 50 cubic yards shall require application for a Hauling Permit prior to any associated activity.
14: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to
interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop
prior to entering public right -of -way.
16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation
D03 -348
Printed: 12 -31 -2003
off -site or into existing drainage facilities.
doc: Conditions
City of Tukwila
D03 -348
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
17: The site shall have permanent erosion control measures in place as soon as possible after final grading has been
completed and prior to the Final Inspection.
18: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of
10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed
areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this
period. Inspect and maintain this stabilization weekly and immediately before, during and following storms.
19: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All
disturbed areas of the site shall be permanently stabilized prior to final construction approval.
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws
regulating construction or the pe ormance of work.
Signature: \ I Date: rail[ b
Print Name: (i.voi L 1
Printed: 12 -31 -2003
f SITE:LOCATiONr,t°:�_� °r �M is ,,,
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Site Address: /06 T AU Gli Lvie y 6/t
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Property Owners Name: ..5;€.17-40--c/ COrp a- /? ' ? .�
Mailing Address: /22 a! Tv'l< /r sec /l , k,—tic O/ic ' /tS
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City State Zip
Tenant Name:
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Mailing Address: /Z2o v / 7r`ta. f Ov1Q
Name:
E -Mail Address:
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
Company Name:
Contact Person:
E -Mail Address:
ENGINEER.
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
Napplicationskpermit application (3.2003)
3/2003
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
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**
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Page I
, Suite Number:
City
Fax Number:
Fax Number:
New Tenant:
23 f/d6o -eaoz
❑ . Yes ❑ ..No
Day Telephone: (am ' ) 2 , 5 9 / - . - 7 0 0
L
State
City
Day Telephone:
Fax Number:
State
State
Floor:
Zip
Zip
Zip
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"
Mailing Address:
City
Day Telephone:
City State
Day Telephone: C 42S 2'7"y-41
Fax Number: C Z 7-70
10,1:-.•%e4 he • +F° „ , ...-
Valuation of Project (contractot bid price): $ 5 E ' 2t2 �� Existing Building Valuation: $
Scope of Work (please provide detailed information): rail - Er i-G 1 \et, 1 I / t M2."
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Will there be new rack storage? ❑ .. Yes ❑ .. No If "yes ", see Handout No. for requirements.
i tiYide Ail: B.uilding,Areas ii Sgaa,re Fdgtage1Belo
'2
f
Floors
Basement:
Accessory Structure!
Attached Garage
Detached Garage
Attached..Carport
Detached' Carport
Covered Deck
Uncovered Deck
'Addition tG
Existing
S tructure ;`
�Type;o
onstruction
per•UBC '
PLANNING DIVISION:
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area 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:
0.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ..No
"yes". attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets.
'.application permit application (3.2003)
3/2003
Page 2
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Scope of Work (please provide detailed information):
Water District
❑ ...Tukwila 0... Water District #125
❑ ...Water Availability Provided
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 -of -way Use - Nonprofit for less than 72 hours
❑ ...Right -of -way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right -of -way
Non Right -of -way
❑ ...Total Cut
❑ ...Total Fill
❑ ...Permanent Water Meter Size... WO#
❑...Temporary Water Meter Size.. WO#
❑...Water Only Meter Size WO#
❑ ...Sewer Main Extension Public Private
❑ ...Water Main Extension Public Private
'.pplicationt\ permit application (3 -2003)
3/2003
cubic yards
cubic yards
Call before you Dig: 1- 800 - 424 -5555
Page 3
❑ .. Highline
Please refer to PubUc•,Works Bulletin #1..for;;fees and estimate sheet.
❑ ...Renton
Sewer District
❑ ...Tukwila ❑... ValVue ❑ .. Renton ❑ ...Seattle
❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided
❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department.
❑ .. Geotechnical Report ❑...Traffic Impact Analysis
❑ .. Maintenance Agreement(s) ❑...Hold Harmless
❑ .. Right -of -way Use - Profit for less than 72 hours
❑ .. Right -of -way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor
❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization
❑...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation
❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding
❑ ...Backflow Prevention - Fire Protection ,
Irrigation
Domestic Water
❑...Deduct Water Meter Size "
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ... Water
❑ ...Sewer ❑ ...Sewage Treatment
Monthly Service Billing to:
Name:
Mailing Address:
City State Zip
Day Telephone:
Water Meter Refund/Billing:
Name:
Mailing Address:
State Zip
Day Telephone:
City
Unit Type:.:.:
Qty
.Unit Type: ' ..:, •, :.. -
Qty::
Unit Type:
Qty .:
/Compressor:.:.
. Qty
Furnace <100K BTU
Air Handling Unit
>= 10,000 CFM
Other Mechanical
Equipment
0 -3 HP /100,000 BTU
Furnace >I00K BTU
Evaporator Cooler
3 -15 HP /500,000 BTU
Floor Furnace
Ventilation Fan
15 -30 HP /1,000,000 BTU
Suspended/Wall/Floor
Mounted Heater
Ventilation System
30 -50 HP /1,750,000 BTU
Appliance Vent
Hood
50+ HP/1,750,000 BTU
Heat/Refrig/Cooling
System
Incinerator - Domestic
Air Handling Unit
<= 10,000 CFM
Incinerator — Comm/1nd
Contact Person:
E -Mail Address:
Indicate type of mechanical work being installed and the quantity below:
Signature:
Print Name: E l - n? ! F 4a rl-
Mailing Address: '2o k.4 / } l v
Date Application Accepted:
/ /rfo -d3
a applicationatpennit application (3.200))
3,2003
i
Date Application Expires:
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Page 4
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; �,. . � +.. , .. a, .}.i:/t..i.. i .,;C r"r:si.. 1, �. -,�.. ..i!i�.t:i��•, ...� . #l'?ta; . +.•7�':.: '�1. :74 .. r :..... 6:g ��..`.; f'�.' �A'tt.:0 4'd4 1 ::: , ,<.. fit` kei:.. FH,, .
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City
Day Telephone:
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 ....ED Other:
NO. application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
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 THE LAWS OF THE . • TE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER '' AUTHORIZE
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City
EvPXe, WA-. State .7 Zip
Day Telephone:
State
Date: a -7- e 3
Staff Initials:
Zip
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
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RECEIPT 1 Z
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Parcel No.: 7340600602 Permit Number: D03-348
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Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED ti 0
Suite No: Applied Date: 11/10/2003
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Applicant: DHS BUILDING - WALL 'M2' Issue Date: LIJ H
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Receipt No.: R03 -01578 Payment Amount: 145.75 g 5
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Initials: SKS Payment Date: 12/31/2003 01:46 PM = w
User ID: 1165 Balance: $0.00 Z I
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Type Method Description Amount I- H :
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Payment Check 91104 145.75 di
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Payee:
TRANSACTION LIST:
ACCOUNT ITEM LIST:
Description
doc: Receipt
SABEY PROPERTIES LLC
BUILDING - NONRES
PW PERMIT /INSPECTION FEE
STATE BUILDING SURCHARGE
Account Code Current Pmts
000/322.100
000/342.400
000/386.904
125.25
16.00
4.50
Total: 145.75
6137 12/31 9716 TOTAL 6151.39
01:
Printed: 12 -31 -2003
z
Parcel No.: 7340600602
Address: 12500 TUKWILA INTERNATIONAL BL TUKW
Suite No:
Applicant: DHS BUILDING - WALL 'M2'
Receipt No.: R03 -01567
Initials: LAW
User ID: 1630
Payee:
ACCOUNT ITEM LIST:
Description
doc: Receipt
City of Tukwila
SABEY PROPERTIES LLC
TRANSACTION LIST:
Type Method Description
Payment Check 91010
PW BASE APPLICATION FEE
PW PLAN REVIEW
RECEIPT
Account Code
000/322.100
000/345.830
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Permit Number:
Status:
Applied Date:
Issue Date:
Payment Amount:
Payment Date:
Balance:
Amount
266.00
Current Pmts
250.00
16.00
Total: 266.00
D03 -348
PENDING
11/10/2003
266.00
12/29/2003 03:34 PM
$145.75
6053 12/30 9716 TOTAL. 3309.00
Printed: 12 -29 -2003
i.Li:.;�:l.:n.T S..ri:•
Parcel No.:
Address:
Suite No:
Applicant:
Receipt No.: R03 -01357
SKS
1165
Initials:
User ID:
Payee:
ACCOUNT ITEM LIST:
Description
doc: Receipt
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
RECEIPT
7340600602
12500 TUKWILA INTERNATIONAL BL TUKW
DHS BUILDING
SABEY PROPERTIES LLC
TRANSACTION LIST:
Type Method Description
Payment Check 90271
PLAN CHECK - NONRES
Account Code
000/345.830
Permit Number:
Status:
Applied Date:
Issue Date:
D03 -348
PENDING
11/10/2003
Payment Amount: 81.41
Payment Date: 11/10/2003 03:20 PM
Balance: $129.75
Amount
81.41
Current Pmts
81.41
Total: 81.41
4579 11/12 9716 TOTAL 4362.00
Printed: 11 -10 -2003
Project: -1)k15
Type of Inspection:
grit I
Address:
I X.500
T1T
Date Called:
g - \ —09
a.m.
p.m.
Special Instructions:
Date Wanted:
Requester:
Phone No:
oaf aa�4u:.v."ta�Rxi�
1
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes. ❑ Corrections required prior to approval.
COMMENTS:
CAL 4 \-;v-\0
Inspector:
Date:
El $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:
INSPECTION RECORD
Retain a copy with permit
20• )431 -3670
Project) Rs .
Type of Inspection: p
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Date Called:
(4 2.-2/0 / U 1 1
Special Instructions:
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Date Wanted: (
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P.m.
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INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Ei Approved per applicable codes.
El Corrections required prior to approval.
COMMENTS:
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Inspector:
Date:
3 / )) /( q
$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:
Pro ect: /- /
Type of Inspection:
t2�
Address:
Date Calle
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J
Special Instructions:
Date Wanted:
71
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Requester:
Phone No:
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
49.3-3e1
PE
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(20. )431 -3670
Approved per applicable codes.
COMMENTS: Re„..1 ( /A.
El Corrections required prior to approval.
El $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:
P t:
� l/ 14, „— (Type of Insp
ctign: l)
Ad ss: � D �
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Date Called.
.� �
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Spe instructions.
Date Wante (�,) (a.rn:
a '7 p.m.
i
Requesterh i
Phone No: 9 1 7s-k)
Approved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
`CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
PER r
(20•)431 -3670
COMMENTS:
,i,h(i _ e,
Corrections required prior to approval.
"V/
El $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:
Sp
Project: (//�V ,�,[
, S
Type of Inspect on:
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Address:
s. ��
D ate Called:
1
Special Instructions.
Date Wanted: �
7-
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Cpl
Requester:
Phone No:
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
206)431 -3670
I : 1 2 rA p proved per applicable codes. El Corrections required prior to approval.
COMMENTS:
Date: 7 ��wU
$47.00 REINSPECTION (aE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
Pr t :
Type of Ins tion •
Adir
ss:
ate Calle
i //VD('
Special Instructions:
Date Wanted: (� m•
) //1
Request .
t
Phone
-e`� No �: /_
`0V i ' 730 C-, A
IBM
1 1 a
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INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMI T
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.
COMMENTS:
Inspector, e n
Date: is , 044
$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:
MODULAR BLOCK WALL DESIGN
INS SEATTLE DISTRICT OFFICE
TUKWILA INTERNATIONAL BOULEVARD
TUKWILA, WASHINGTON
PREPARED FOR
SABEY CORPORATION
E- 2579 -44
February 26, 2003
Earth Consultants, Inc.
1805 - 136th Place Northeast, Suite 201
Bellevue, Washington 98005
(425) 643 -3780
Toll Free 1- 888 - 739 -6670
nir /E0
NO V 1 0.2003
NERMII i;e14 i kk
'
Earth Consultants, Inc.
r" •'•rt,Hlt�
Genie h li(•ill I[ngip (xti,lc l};itils & I nvirunnlc•lllill Scientists
(in1strtuli(�l)'I'(:sIill};h I(:I O: W. \I SC) lust Sti\'ic'(•s
Sabey Corporation
12201 Tukwila International Boulevard
Fourth Floor
Seattle, Washington 98168 -5121
Attention: Mr. Ralph Hagler
Subject:
Dear Mr. Hagler:
Modular Block Wall Design
INS Seattle District Office
Tukwila International Boulevard
Tukwila, Washington
MSE and Modular Block Wall Design
1805 136th Place N.E., Suite 201, Bellevue, WA 98005
Bellevue (425) 643.3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670
tstat)lislue(1 1975
February 26, 2003 E- 2579 -44
In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this modular
block wall design for the proposed site development. We understand mechanically
stabilized earth (MSE) fills and modular block wall construction is being considered
throughout portions of the site. The modular block wall heights and MSE fills could be on
the order of ten (10) to twenty -six (26) feet in some areas. Our scope of services
included review of the grading plan prepared by David Evans and Associates, engineering
analysis, and preparation of the attached drawing. This design includes the attached
drawings with recommendations for construction of the MSE walls, as well as
recommendations for seven and one half foot and ten foot high gravity walls.
The design calculations for the MSE Wall and gravity modular block walls are included in
Appendix A. The reinforcement schedule and recommendations for the wall construction
are presented on the attached sheets SM1 and SM2. The soil parameters used in the
design assume the reinforced fill soils will be compacted to the specified relative
compaction of 90 percent of the maximum dry density as determined by the Modified
Proctor Method (ASTM D- 1557 -91). The wall design assumes drainage is provided, and
that hydrostatic pressures will not be allowed to mobilize. Additional drainage other than
what is shown on the drawings may be necessary, depending on soil and groundwater
conditions observed at the time of construction. The drainage shown on the drawings is
a minimum requirement. The installation of sheet drain may be necessary along the
contact between native cut and the reinforced fill zone, if groundwater seepage
conditions are encountered. ECI should observe the MSE and modular block wall
construction on a full -time basis. Supplement recommendations for drainage will be
made by ECI, if necessary.
Sabey Corporation
February 26, 2003
For the MSE and modular block wall construction, a traffic surcharge of two hundred fifty
(250) pounds per square foot (psf) was assumed. The design should be reevaluated by
ECI for other surcharge loading conditions, where applicable. For the gravity walls, traffic
surcharge loading was not included, assuming that the gravity walls will be constructed
above the driveway areas or in the vicinity of the storm water detention pond. If the
surcharge loading will apply to the gravity walls, ECI should reevaluate the design.
Global stability of the proposed walls and fill areas was assessed in the geotechnical
engineering study prepared by ECI (see Geotechnical Engineering Study E- 2579 -44, dated
February 20, 2003). Global stability was assessed for both static and seismic loading.
Adequate factors -of- safety were calculated for the static and seismic loading.
We trust this design meets your current needs, and the submittal requirements. If you
have any questions or need additional information, please contact us.
Sincerely,
EARTH CONSULTANTS, INC.
FXINITES 7 / Lei/ 2005_
Raymond A. Coglas, P.E.
Project Manager
RAC /KRC /csm
Attachments: Appendix A - Calculations
Sheets SM1 and SM2
Earth Consultants, Inc.
Kyle R. Campbell, P.E.
Principal
E- 2579 -44
Page 2
APPENDIX A
CALCULATIONS
E- 2579 -44
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Gravity Wall Calculations
7.5 Foot Wall
Project Description: INS Building
ECI Job No. E-2579-44
February 26, 2003
Wall height will be 7.5 feet maximum
Grade above wall will level
The blocks will consist of Lock - Blocks manufactured by
"Ultra- block' which have typical dimensions of 2.5 feet high,
2.5 feet wide, and 5.0 feet long
Soil Conditions:
Wall backflll will consist of native and imported silty SAND
with gravel
Soil in front of wall will be native soil
The area below wall will be level
Lock -Block Wall Dimensions
Height of wall -- 7.5 feet (three blocks high)
H := 7.5
Wall batter measured from vertical -- wall vertical, no batter
a : =O•deg
Wall embedment
Hemb :=2
Exposed vertical wall height
H := Hw.cos(a)— Hemb
Bottom width of wall
Bb: =S
Design wall height
H: =He +Hemb +B b•sin(a)
Top width of wall
B t : =2.5
Inclination of ground slope behind wall measured from horizontal plane
: =O•deg
Inclination of back of wall measured clockwise from horizontal plane
atan B b — B t - 18.43 odeg A :=90+ a — 18.43
H
0 = 71.57
H e = 5.5
H = 7.5
Determination of Earth Pressures and Surcharge Loading
Backflll soil unit weight
y : =135
Friction angle of retained soils
4) := 30.deg
Inclination of back of wall measured from horizontal plane
0 :=71.57.deg
Angle of Backflll to Wall Interface with Soil
yr :=-2.74.deg
Wall batter measured from the vertical
a : =0.deg
Friction between concrete Lock -Block and soil
8 := 28. deg
K :=.33
Resultant of active earth pressure
K
a
P :=
2
Horizontal Component of P
P P•cos(90.deg— 0 + 8)
Vertical Component of P
P P•sin(90•deg— 0 +8)
P = 1252.97
P H = 863.6
P v = 907.82
Mass Unit
Area
x'I
y'I
Weight
Mass Moment
x'
Mass Moment
y'
Sq. ft
ft
ft
k/ft
k -ft/lin foot
k -ft/lin foot
Block 1
12.5
2.5
1.25
1.75
4.375
2.19
Block 2
6.25
1.25
3.75
1.75
4.375
6.56
Block 3
6.25
1.25
6.25
0.875
0.9375
5.47
Soil 1
12.5
3.75
5
1.5
5.6
7.5
Total
16.25
5.875
15.2875
21.72
x'
2.60
V'
3.70
Horizontal distance of "0" measured from toe in x'y' coordinates
x' : =2.60
Vertical distance of "O" measured from toe in xy' coordinates
y'
Weight of wall and soil resisting overturning
W := 5875
Horizontal arm of W measured from toe in XY planes
a := cos(a)•(x' +y'.tan(a)) a= 2.6
Evaluation of External Stability
Calculate Center of Gravity for Wall by taking moments of all resisting masses about
the toe of the wall and then dividing sum of resisting moments by weight of wall in x"
planes:
Vertical arm of PH measured from toe in XY planes
b := H B b•sin(a) b = 2.25
3.34
Horizontal arm of Pv measured from toe in XY planes
e : =B b•sin(90.deg- a)- H •tan(90•deg- 6)
3.34
e = 4.25
FS
o M
d
Seismic
MR
Driving Moment
Md =(P }- 1139+427
Factor of Safety against overturning
M
FS os '_
M ds
Evaluation of Overturning Stability
Resisting Moment
M W•a•P M 19134.78
Driving Moment
M d := P H•b
Factor of Safety against overturning
M d = 1939.21
FS o = 9.87
M d = 3505.21
FS os = 5.46
Evaluation of Sliding Stability
Coefficient of friction between wall and foundation soil
F := tan(S)
Reaction at the base of wall
N := W•cos(a) +Pvcos(a) +P H •sin(a)
K : =350
Sum of forces providing resistance to sliding
F r : =N•F+ W•sin(a) + P v •sin(a) + K p•H emb F r = 4306.49
Sum of forces driving the wall in sliding
F d : =P H•cos(a) F d = 863.6
Factor of Safety against sliding
F
FS s :=
Fd
Seismic
Sum of forces driving the wall in sliding
F d := (P H•cos(a)) + 1139+ 427
Factor of Safety against sliding
F
_ r
FS ss
F ds
•
F = 0.53
FS s = 4.99
F d = 2429.6
FS ss = 1.77
Evaluation of Bearing Capacity and Foundation Stability
Width of wall fooling
Bf:= B +0.5
Soil unit weight for bearing soil
y : =135
Friction angle of bearing soil
:=34.deg
Soil cohesion
c : =0
Surcharge
q : = y•(Hemb." 0 . 5 )
q = 337.5
Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1996
N c : =42.16 N q : =29.44 N : =41.06
Ultimate Bearing Capacity
q ult := c•N +0.5•y•B fN +q•N
Allowable Bearing Capacity
q ult = 25179.53
q ult
q all := 3 q all = 8393.18
itricity and Bearing Pressures
amming moments about the center of the footing base
= W•cos(a)- }- P N = 6782.82
v = 6782.82
v := N•cos(a)
H:= N•sin(a)
,rizontal distance of normal force from toe
Wa}- P - P H •b
N NH•tan(a)
:centricity of the base reaction from the center of base of wall measured
mg the plane parallel to the base of'the well
Bb
X
2 cos(a)
b =1.67 X -254 Bb- X -246
3 cos(a) cos(a)
B b < X and Bb-
X b
3 cos(a) cos(a) 3
1.67<2.54 and 2.46 <_3.33
aximum bearing pressure
N 6.e
gmax
Bb Bb
nimum bearing pressure
N 6.e x
g min ; = 6 1 - Bb
q max = 1299.32
g min = 1413.81
N 0
X = 2.54
e x = - 0.04
2.B b
- 3 33
3
Gravity Wall Calculations
10.0 Foot Wall
Project Description: Z
INS Building
EC Job No. E-2570-44 ' ',t- w
February 26, 2003 %
-10 2
Wall height will be 10.0 feet maximum 00
Grade above wall will be level co a
The blocks will consist of Lock - Blocks manufactured by w w
"Ultra- block" which have typical dimensions of 2.5 feet high, co u. u.
2.5 feet wide, and 5.0 feet long w 0
Soil Conditions: Wall backfill will consist of native and Imported silty SAND D
with gravel H w
Soil in front of wall will be native soil =
zi.-
The area below wall will be level z o
w
Lock -Block Wall Dimensions 2 o
Height of wall - -10 feet (four blocks high) p N
H : =10.0 a H
w ►II W
Wall batter measured from vertical -- wall vertical, no batter H H
— 1 6
.. Z
F-_`
0
Z
a : =0•deg
Wall embedment
Hemb : =1.5
Exposed vertical wall height
H := H w .cos(a) - H
Bottom width of wall
B : =5
Design wall height
H : =Hei Hemb +B b.sin(a)
Top width of wall
B t
Inclination of ground slope behind wall measured from horizontal plane
R : =0•deg
Inclination of back of wall measured clockwise from horizontal plane
atan B b ^ B t - 14.04 °deg 0 :=90+ a - 14.04
H
0 = 75.96
H = 8.5
H= 10
y:. ,. ..<...�,. ''a' %'•�li ". .. ,';' s; �����i�i,' �si�!.✓.y S.`„* r�'< M4: �W". �' �. SCi ;ib:': .;!�:±�'L;..
Determination of Earth Pressures and Surcharge Loading
Back-fill soil unit weight
y: = 135
e Q
Friction angle of retained soils W'
:= 30•deg 6 • j
J 0
Inclination of back of wall measured from horizontal plane 0 0
W o
0
:=75.96.deg
J 1
f-
Angle of Backflll to Wall Interface with Soil La LL :
w0
W :=- 2.74.deg
Wall batter measured from the vertical u
U) d.
a : =0.deg Z
I- al
Fricti between concrete Lock -Block and soli . H' .
H0
Z I—
LLS w
U
O (
O H
W • w
H
— 0
..Z
H - ='
O f-
Z
S := 28•deg
Ka : =0.33
Resultant of active earth pressure
K 2
P := 2 P = 2227.5
Horizontal Component of P
PH:= P•cos(90.deg -0+S) P 1654.31
Vertical Component of P
P := P.sin(90.deg — 0+8) P 1491.64
Mass Unit
Area
x'I
y'I
Weight
Mass Moment
x'
Mass Moment
y'
Sq. ft
ft
ft
k/ft
k- ft/lin foot
k -ft/lin foot
Block 1
12.5
2.5
1.25
1.75
4.375
2.19
Block 2
12.5
2.5
3.75
1.75
4.375
6.56
Block 3
6.25
1.25
6.25
0.875
1.09
5.47
Block 4
6.25
1.25
8.75
0.875
1.09
7.66
Soil 1
12.5
3.75
7.5
1.562
5.8575
11.71
Total
27.5
6.75
16.7875
33.59
x'
2.49
yt
4.97
Evaluation of External Stability
Calculate Center of Gravity for Wall by taking moments of all resisting masses about
the toe of the wall and then dividing sum of resisting moments by weight of wall in xy'
planes:
Horizontal distance of "0" measured from toe in x'y' coordinates
x' : = 2.49
Vertical distance of "0" measured from toe in xy' coordinates
y': = 4.97
Weight of wall and soil resisting overturning
W : =6750
Horizontal arm of W measured from toe In XY planes
a := cos(a)•(x' -F y'.tan(a)) a = 2.49
Vertical arm of PH measured from toe in XY planes
b := H B b•sin(a) b = 2.99
3.34
Horizontal arm of Pv measured from toe In XY planes
e :=B b•sin(90•deg- a)- tan( 90•deg- 0)
3.34
e = 4.25
Evaluation of Overturning Stability
Resisting Moment
MR := W•a +Pve
Driving Moment
M d : =P
Factor of Safety against overturning
M R
FS
Seismic
Md
Driving Moment
M ds :_ (P H + 2025 + 750
Factor of Safety against overturning
M
FS os ' _
M ds
M R = 23148.91
M d = 4953.04
FS =4.67
M d = 7728.04
FS os =3
Evaluation of Sliding Stability
Coefficient of friction between wall and foundation soil
F := tan(6)
Reaction at the base of wall
N := W•cos(a) + Pvcos(a) + P H•sin(a)
K := 350
Sum of forces providing resistance to sliding
F r : = N•F + W •sin(a) + P v • sin(a) + K p •H emb
Sum of forces driving the wall in sliding
F := P
Factor of Safety against sliding
F
FS
Seismic
Sum of forces driving the wall in sliding
F ds :_ (P H •cos(a )) + 2025+ 750
Factor of Safety against sliding
Fr
FSss : _
F ds
Fd
F = 0.53
F r = 4907.16
F d = 1654.31
FS s = 2.97
F d s = 4429.31
FS ss = 1.11
Evaluation of Bearing Capacity and Foundation Stability
Width of wall fooling
B f := B +0.5
Soil unit weight for bearing soil
y : =135
Friction angle of bearing soil
:=34.deg
Soil cohesion
c : =0
Surcharge
g y' (H emb + 0.5)
q ult
g all := 3
q = 270
Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1990
N =42.16 N =29.44 N =41.06
Ultimate Bearing Capacity
q ult := c•N +0.5•y.B f-N +q•N
Allowable Bearing Capacity
q ult = 23192.33
q all = 7730.78
Eccentricity and Bearing Pressures
Summing moments about the center of the footing base
N:= W•cos(a)÷Pvcos(a) +P N= 8241.64 Z
N N•cos(a) N 8241.64' W
C4
NH:= N•sin(a) N 0 6 0
U O
N 0
Horizontal distance of normal force from toe w =
J H
W•a +P P N W
X:= X =2.21 W 0 .
N v + N H•tan(a) 2 y 1-
g J
Eccentricity of the base reaction from the center of base of wall measured N a
along the plane parallel to the base of the wall H w
I
Z 1 .
h- O
e = — e 0.29 Z W :
W
2 cos(a) 2 D
U�
B b X X 2.Bb ON
— = 1.67 -221 Bb- -279 -3.33 CI 1-
3 cos(a) cos(a) 3 W W
I- V
iii Z
- I
0 I-
Z
Bb
X
Bbd 2•Bb
- and B b- X <
3 cos(a) cos(a) 3
1.67. 1.95 and 3.05 <_3.33
Maximum bearing pressure
N 6.e x
g max : =B 1+
b B b
Minimum bearing pressure
N 6.e x
g min '_— 1-
B b B b
. q max = 2226
q min = 1070.35
June 17, 2004
City of Tukwila
Department of Community Development Steve Lancaster, Director
Ralph Hagler
12201 Tukwila International Boulevard
Tukwila, WA 98168
RE: Permit Application No. D03 -348
12500 Tukwila International Boulevard
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 Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the
Building Official 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 or request and receive an extension prior to July 13, 2004,
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,
Stefania Spencer
Permit Technician
Xc: Permit File No. D03 -348
Bob Benedicto, Building Official
• Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final
inspection.
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665
December 1, 2003
Ralph Hagler
12201 Tukwila International Blvd
Tukwila, WA 98168 -5121
Dear Ralph:
If you have any questions, please contact me at (206) 433 -7165.
Sincerely,
Stefania Spencer
Permit Technician
encl
xc: File No. D03 -345
File No. D03 -346
File No. D03 -347
File No. D03 -348
File No. D03 -349
File No. D03 -350
File No. D03 -351
City of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
z
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LU
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This letter is to inform you of corrections that must be addressed before your development permit(s) can o
be approved. All correction requests from each department must be addressed at the same time and 0 • D .
reflected on your drawings. I have enclosed comments from the Public Works Department. At this time
the Fire, Planning and Building Departments have no comments. = v
L
Please address the attached comments in an itemized format with applicable revised plans, z
specifications, and /or other documentation. The City requires that four (4) complete sets of revised U co
plans, specifications and /or other documentation be resubmitted with the appropriate revision 0
block. z
RE: CORRECTION LETTER #1
Development Permit Application Numbers D03 -345 - Wall L, D03 -346 — Wall M, D03 -347 -
Wall Ml, D03 -348 — Wall M2, D03 -349 — Wall N, D03 -350 — Wall R and D03-351 — Wall P
DHS Building —12500 Tukwila International Boulevard
In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections /revisions must be made in person and will not be
accepted through the mail or by a messeneer service.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431-3665
, Y.ii.1144%
PERMIT COORD COP`t
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D03 -348 DATE: 12 -12 -03
PROJECT NAME: DHS BUILDING - WALL "M2"
SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD
Original Plan Submittal Response to Incomplete Letter #
X Response to Correction Letter # Revision # after /before permit is issued
DEPARTMENTS:
Building Division ❑ Fire Prevention ❑ Planning Division
Public Works ' L ,zq� Structural ❑ Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -16 -03
Complete [� Incomplete ❑
Comments:
Not Applicable ❑
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROyTING:
Please Route IE T' Structural Review Required ❑ No further Review Required ❑
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 01 -13 -04
Approved ❑ Approved with Conditions Not Approved (attach comments) ❑
Notation:
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
PERMIT COORD
DATE:
ACTIVITY NUMBER: D03 -348 DATE: 11 -10 -03
PROJECT NAME: DHS BUILDING - WALL "M2"
SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL
X Original Plan Submittal _ Response to Incomplete Letter #
Response to Correction Letter # Revision # /before permit is issued
DEPARTMENTS:
lAW )�-1 -v M5/ ii /ti 11 -i' -a
Buildin ivision Fire Prevention
Public Works
APPROVALS OR CORRECTIONS:
Documents /routing sllp,doc
2 -28 -02
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
11/,PL- it�i,od IIf25.0 Structural
Cl
REVIEWER'S INITIALS:
PERMIT COORD COPY
Planning Division ❑
Permit Coordinator
DUE DATE: 11 -13 -03
Not Applicable ❑
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete [ Incomplete ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROyTING:
Please Route , L- . J , Structural Review Required ❑ No further Review Required ❑
REVIEWER'S INITIALS: DATE:
DUE DATE: 12 -11-03
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Iller
Notation:
DATE:
Permit Center Use Only ��� ��
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW( Staff Initials: ra
;ut
El
voik
11/ Lb/ uJ ncu 11.00 rnn LUU Lot U,LU auuey t,urvurut.lun
City of Tukwila
Department of Community Development - Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
(206)431 -3670
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted
through the mail, fax, etc.
Date: /a 0 3
Plan Check/Permit Number: 40 —v(f 8'
p Response to Incomplete Letter #
❑ Response to Correction Letter # /
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
IAu- 'fir
Project Name: 2WW5 45U /1.40!/4
Project Address: /2Sao 7t/4.1/i /4/T V4 fiL .6L110 . 17 / 4 142/1,41A won=
Contact Person : f ►46/ 1I( Phone Number: 0246 — o28/ 72v
Summary of Revision:
,6 Ctf/VA l,�DDE�
vP o/ e.1/ 4 -144-1477cva5 44
/,540 A,774/ ,a471/ LS/ z 1114/.
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: v /6
ara Entered in Permits Plus on 7?
08/06/03
t 1UUn
I
WALL 'L'
I
I
I
I
WALL 'A'
GRAVITY WALL
1.
FILE COPY
By
Date
Permit No.
• that the Plan Check approvals ars
subject to e • - ssions and approval of
plans does not authorize • ' of &iv
adopted code or ordinance. Receipt • -
S copy of approved plans acknowledged.
/IV
4111111=11.1, ^Mi. wr
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WALL 'A'
GRAWTY WALL
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WALL V
A PORTION OF THE SE 1/4 OF THE 8E 1/4, SECTION 9 AM A PORTION OF THE 8W 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R 4 E., W.M.
RI•202.50
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REVISIONS -
NO CHANGES SHALL BE MADE TO
THE SCOPE OF WORK WITHOUT PRIOR
APPROVAL OF TUKWILA BUILDING DIVISION.
NOTE: REVIS16NS WILL REQUIRE A NEW PLAN SUBMITTAL
AND MAY INCLUDE ADDITIONAL PLAN REVIEW FES.
F.
ADIONSUMEIL
1. CONSTRUCTION SPECIFICATIONS ARE PER 1HE "MODULAR
BLOCK WALL DESIGN REPORT PREPARED BY EARTH CONSULTANTS. INC.
FOR THE OHS BUILDING, RIM& WA. DATED FEB 26, 2003.
SFEETS SWI AND SIC CONTAIN SPECIFICATIONS. SCHEMES AND VARIOUS DETAILS.
APOOLO
DEC 3 163
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DAVID IMAM*
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1620 W. Marine View Drive, Sults 200
Everett Washington 90201
Phone: 425.250.4009
A ACMITIOT• • AIA
130 LAKESIDE • SEATTLE, WA 98122 • 208 325 2553
SABEY
CORPORATION
DEPARTMENT OF HOMELAND SECURITY
SEATTLE DISTRCT OFFICE
12500 TUKWILA INTERNATIONAL BLVD.
SEATTLE, WASHINGTON
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37100
GRADE AT
TOP RACK Of WALL
Mid DEP14 OF WALL
BELOW OR/DE
SCAL41 HORZ
1.10 VERT
1
GRADE
1111041L0
1+50 2+00
••••••••■••••••••■■■•■•••■•••••■ •••■■
•
2+50
9+50
•
3+00
10+50
3+50
11+00
100
STEPS WIND
9
80
60
11+50
0
10
V DAVID IMAM*
I. ,,...
1 620 W. Menne View Chive, Suite 200
Event Washington 96201
Phone: 425.259.4099
130 LAKESIDE • SEATTLE, WA 98122 • 208 325 2553
•
i
i
SPECIFICATIONS:
MODULAR BLOCK AND MSE WALL CONSTRUCTION
GENERAL
A. Work shall consist of furnishing and construction of a Modular Block and MSE
Retaining Wall System in accordance with these specifications and in
reasonably close conformity with the lines, grades, and dimensions shown on the plans.
B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage
fill and badcfihl to the lines and grades shown on the construction drawings.
C. Work includes furnishing and installing geogrid soil reinforcement of the type, size,
location, and lengths designated on the construction drawings and MSE Wall Schedule.
SUBMITTALS
A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the
retaining wall system components meet the requirements of this specification and the
structure design.
B. Contractor shall submit a test report documenting strength of specific modular concrete
unit and geogrid reinforcement connection. The maximum design tensile load of the
geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit
connection at a maximum normal force limited by the "Hinge Height" of the structure
divided by a safety factor of 1.5.
QUALITY ASSURANCE
A. Contractor shall submit certification, prior to start of work, that the retaining wall system
(modular concrete units and specific geogrid) has been successfully utlilized on
similar projects, i.e., height, soil fill types, erection tolerances, etc.
B. Contractor shall demonstrate prior experience on projects of similar size
and magnitude where the specific retaining wall system has been
constructed successfully. Contact names and telephone numbers shall be listed for each
Prof.
C. Owner shall provide soil testing and quality assurance inspection on a full -time basis
during earthwork and wall construction operations. Owner's quality assurance program
does not relieve the contractor of responsibility for wall performance.
DELIVERY, STORAGE AND HANDLING
A. Contractor shall check all materials upon delivery to assure that the proper type, grade,
color, and certification has been received.
B. Contractor shall protect all materials from damage due to jobsite conditions and in
accordance with manufacturer's recommendations. Damaged materials shall not be
incorporated into the work.
PRODUCTS
DEFINITIONS
A. Modular Block a concrete retaining wall element machine made from
portland cement, water, and aggregates.
B. Structural Geogrid: a structural element formed by a regular network of integrally
connected tensile elements with apertures of sufficient size to allow interlocking with
surrounding soil, rock, or earth and function primarily as reinforcement.
C. Unit Drainage Fitt drainage aggregate which is placed immediately behind
the modular concrete units.
D. Reinforced Backfill: compacted soil which is placed within the reinforced soil volume as
outlined on the plans.
MODULAR RETAINING WALL UNITS
Modular Block units shall conform to the following architectural requirements:
face w c ' olor: concrete gray - standard manufacturer's color may be specified by the
Owner.
.
bond configuration: running with bonds nominally located at midpoint vertically adjacent
units, in both straight and curved alignments.
B. Modular Block materials shall conform to the requirements of ASTM C1372-
Standard Specifications for Segmental Retaining Wall Units.
C. Modular Block units shall conform to the following structural and geometric
requirements measured in accordance with appropriate references:
compressive strength = 3000 psi minimum
absorption = 8% maximum (6% in northern states) for standard weight aggregates
unit size: 2.5' (H) x 5.0' (W) x 2.5' (D) minimum
unit weight: 4,320 lbs. / unit
BASE LEVEUNG PAD MATERIAL
A. Material shall consist of Drainage Fill (1" Minus Crushed Rock) and placed as
shown on the construction drawings.
DRAINAGE FILL
A.
A. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following
gradation tested in accordance with ASTM D-422:
�ZE
1 inch
314 inch
No. 4
No. 50
i
Pit
100
75-100
�0 - 10
0 -5
i
•
REINFORCED BACKPILL
A. Reinforced backfill shall be free of debris and have a moisture content that is at or new
the optimum level.
B. The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been
performed to evaluate potential strength reductions to the geogrid design due to damage
during construction.
C. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the
backfill or in the reinforced soil mass.
The fill material shall meet the following gradation:
Fondant Palling
1 1/2 inch 100 - 75
3/4 inch 100 -75
No. 40 0 -60
No. 200 0 - 35
Fill that does not meet the above gradation must be approved by the geotechnical
engineer.
GEOGRID SOIL REINFORCEMENT
A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil
reinforcement applications and shall be manufactured from high tenacity polyester yam
or high density polyethylene. Polyester geogrid shall be knitted from high tenacity
polyester filament yam with a molecular weight exceeding 25,000 Meglm and a carboxyl
end group values less than 30. Polyester geogrid shall be coated with an impregnated
PVC coating that resists peeling, cracking and stripping.
B. Geogrid long term design strength shall be at least 4,700 Ibs./ft for walls 15.0 feet
or higher. For walls 12.5 feet or less, LTDS shall be at least 2,800 lbs./ft. The contractor
shall provide manufacturers specifications to the geotechnical engineer for review
and approval.
C. Manufacturing Quality Control
The geogrid manufacturer shall have a manufacturing quality control program that
includes QC testing by an independent laboratory.
The QC testing shall include:
Tensile Strength Testing
Melt Flow Index (HDPE)
Molecular Weight (Polyester)
DRAINAGE PIPE
A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance
with ASTM D -3034.
EXECUTION
EXCAVATION
A. Contractor shall excavate to the lines and grades shown on the construction drawings.
The geotechnical engineer shall observe the excavation and approve prior to placement
of leveling material or fill soils. Proof roll foundation area as recommended by the
geotechnical engineer to determine if remedial work is required.
B. Over-excavation and replacement of unsuitable foundation soils and replacement with
approved compacted fill will be compensated as agreed upon with the Owner.
BASE LEVEUNG PAD
A. Leveling pad material shall consist of Drainage Fill, and shall be placed as shown on
the construction drawings, to a minimum thickness of 12 inches.
B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor
density per ASTM D- 1557 -91.
C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete
units.
MODULAR -BLOCK UNIT INSTALLATION
A. First course of Modular Blocks shall be placed on the leveling pad at the appropriate line and
grade. Alignment and level shall be checked in all directions and insure that all units are
in full contact with the base and properly seated.
B. Place the front units side -by- side. Do not leave gaps between adjacent units. Layout
of corners and curves shall be in accordance with manufacturer's recommendations.
C. Place and compact drainage fill behind Modular Block wall units. Place and
compact reinforced backfill soil behind drainage fill. Follow wall erection and drainage fill
closely with structural backfill.
D. Maximum stacked vertical height of Modular Block wall units, prior to unit drainage fill and
backfill placement and compaction, shall not exceed two courses (5 feet).
STRUCTURAL GEOGRID INSTALLATION
A. The geogrid strength, perpendicular to the wall alignment, shall meet the strength
specifications.
B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on
the construction design drawings or as directed by the Engineer.
•
C. The geogrid shall be laid horizontally on compacted backfill and attached to the Lock -Block
modular wall units. Place the next course of modular concrete units over the geogrid. The
geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid.
D. Geogrid reinforcements shall be continous throughout their embedment lengths and
placed side -by -side to provide 100% coverage at each level. Spliced connections
between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not
permitted.
REINFORCED BACKFILL PLACEMENT
A. Reinforced backfill shall be placed, spread, and compacted in such a manner that
minimizes the development of slack in the geogrid and installation damage.
B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where
hand compaction is used, or 10 inches where heavy compaction equipment such as rollers
is used. Lift thickness shall be decreased to achieve the required density as required.
C. Reinforced backfill shall be compacted to 90% of the maximum density as determined
by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during
compaction shall be at or near the optimum moisture content.
D. Only lightweight hand-operated equipment shall be allowed within 3 feet from the
modular concrete unit.
E. Tracked construction equipment shall not be operated directly upon the geogrid
reinforcement. A minimum fill thickness of 6 inches is required prior to operation of
tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum
to prevent tracks from displacing the fill and damaging the geogrid.
F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than
10 MPH. Sudden braking and sharp turning shall be avoided.
G At the end of each day's operation, the Contractor shall slope the last lift of reinforced
backfill away from the wall units to direct runoff away from wall face. The Contractor
shall not allow surface runoff from adjacent areas to enter the wall construction site.
AS -BUILT CONSTRUCTION TOLERANCES
A. Vertical alignment: +1.5" over any 10' distance
B. Wall Batter. within 2 degrees of design batter
C. Horizontal alignment: +1.5" over any 10' distance
Corners, bends, curves +1 ft. to theoretical location
D. Full contact between blocks shall be maintained.
FIELD QUALITY CONTROL
A. The wall construction shall be observed by the geotechnical engineer on a full time
basis. Testing of the compacted backfill shall be performed by the geotechnical
As a minimum, quality assurance shall include foundation soil inspection, soil and
backfill testing, verification of design parameters, and observation of construction for
general compliance with design drawings and specifications.
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NOTE: For tiered walls consider the overall effective height of the tiered wall system when de fg • -T i. 7
G '- G .,,c required geogrid length from the reinforcement schedule. • � - c ., . . .:. Lt , c . : - 11 .
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`v }-. . .1.. �, u c ..=
MODULAR BLOCK - MSE WALL : REINFORCEMENT SCHEDULE g- ro E E t U - - . 2 tz •E e
cr; -,-,. G CI U v Ki.
Geogrid Layer Spacing (Ft.) - ;� -- - -
(Measured From Bottom of Wall) T- " `' J ` v
Lock - Block
Wall Height (ft.)
Geogrid Length (ft.)
1
2
3
4
5
6
7
8
9
1
5.0
6.0
2.5
-
-
-
-
-
-
-
-
7.5
8.0
2.5
5.0
-
-
-
-
-
-
-
-
10.0
10.0
2.5
5.0
7.5
-
-
-
-
-
-
-
12.5
12.0
2.5
5.0
7.5
10.0
-
-
-
-
-
-
15.0
14.0
2.5
5.0
7.5
10.0
12.5
-
-
-
-
-
17.5
16.0
2.5
5.0
7.5
10.0
12.5
15.0
-
-
-
•
20.0
18.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
-
-
-
22.5
20.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
-
-
25.0
22.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
-
27.5
22.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
25.0
i
i
SPECIFICATIONS:
MODULAR BLOCK AND MSE WALL CONSTRUCTION
GENERAL
A. Work shall consist of furnishing and construction of a Modular Block and MSE
Retaining Wall System in accordance with these specifications and in
reasonably close conformity with the lines, grades, and dimensions shown on the plans.
B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage
fill and badcfihl to the lines and grades shown on the construction drawings.
C. Work includes furnishing and installing geogrid soil reinforcement of the type, size,
location, and lengths designated on the construction drawings and MSE Wall Schedule.
SUBMITTALS
A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the
retaining wall system components meet the requirements of this specification and the
structure design.
B. Contractor shall submit a test report documenting strength of specific modular concrete
unit and geogrid reinforcement connection. The maximum design tensile load of the
geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit
connection at a maximum normal force limited by the "Hinge Height" of the structure
divided by a safety factor of 1.5.
QUALITY ASSURANCE
A. Contractor shall submit certification, prior to start of work, that the retaining wall system
(modular concrete units and specific geogrid) has been successfully utlilized on
similar projects, i.e., height, soil fill types, erection tolerances, etc.
B. Contractor shall demonstrate prior experience on projects of similar size
and magnitude where the specific retaining wall system has been
constructed successfully. Contact names and telephone numbers shall be listed for each
Prof.
C. Owner shall provide soil testing and quality assurance inspection on a full -time basis
during earthwork and wall construction operations. Owner's quality assurance program
does not relieve the contractor of responsibility for wall performance.
DELIVERY, STORAGE AND HANDLING
A. Contractor shall check all materials upon delivery to assure that the proper type, grade,
color, and certification has been received.
B. Contractor shall protect all materials from damage due to jobsite conditions and in
accordance with manufacturer's recommendations. Damaged materials shall not be
incorporated into the work.
PRODUCTS
DEFINITIONS
A. Modular Block a concrete retaining wall element machine made from
portland cement, water, and aggregates.
B. Structural Geogrid: a structural element formed by a regular network of integrally
connected tensile elements with apertures of sufficient size to allow interlocking with
surrounding soil, rock, or earth and function primarily as reinforcement.
C. Unit Drainage Fitt drainage aggregate which is placed immediately behind
the modular concrete units.
D. Reinforced Backfill: compacted soil which is placed within the reinforced soil volume as
outlined on the plans.
MODULAR RETAINING WALL UNITS
Modular Block units shall conform to the following architectural requirements:
face w c ' olor: concrete gray - standard manufacturer's color may be specified by the
Owner.
.
bond configuration: running with bonds nominally located at midpoint vertically adjacent
units, in both straight and curved alignments.
B. Modular Block materials shall conform to the requirements of ASTM C1372-
Standard Specifications for Segmental Retaining Wall Units.
C. Modular Block units shall conform to the following structural and geometric
requirements measured in accordance with appropriate references:
compressive strength = 3000 psi minimum
absorption = 8% maximum (6% in northern states) for standard weight aggregates
unit size: 2.5' (H) x 5.0' (W) x 2.5' (D) minimum
unit weight: 4,320 lbs. / unit
BASE LEVEUNG PAD MATERIAL
A. Material shall consist of Drainage Fill (1" Minus Crushed Rock) and placed as
shown on the construction drawings.
DRAINAGE FILL
A.
A. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following
gradation tested in accordance with ASTM D-422:
�ZE
1 inch
314 inch
No. 4
No. 50
i
Pit
100
75-100
�0 - 10
0 -5
i
•
REINFORCED BACKPILL
A. Reinforced backfill shall be free of debris and have a moisture content that is at or new
the optimum level.
B. The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been
performed to evaluate potential strength reductions to the geogrid design due to damage
during construction.
C. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the
backfill or in the reinforced soil mass.
The fill material shall meet the following gradation:
Fondant Palling
1 1/2 inch 100 - 75
3/4 inch 100 -75
No. 40 0 -60
No. 200 0 - 35
Fill that does not meet the above gradation must be approved by the geotechnical
engineer.
GEOGRID SOIL REINFORCEMENT
A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil
reinforcement applications and shall be manufactured from high tenacity polyester yam
or high density polyethylene. Polyester geogrid shall be knitted from high tenacity
polyester filament yam with a molecular weight exceeding 25,000 Meglm and a carboxyl
end group values less than 30. Polyester geogrid shall be coated with an impregnated
PVC coating that resists peeling, cracking and stripping.
B. Geogrid long term design strength shall be at least 4,700 Ibs./ft for walls 15.0 feet
or higher. For walls 12.5 feet or less, LTDS shall be at least 2,800 lbs./ft. The contractor
shall provide manufacturers specifications to the geotechnical engineer for review
and approval.
C. Manufacturing Quality Control
The geogrid manufacturer shall have a manufacturing quality control program that
includes QC testing by an independent laboratory.
The QC testing shall include:
Tensile Strength Testing
Melt Flow Index (HDPE)
Molecular Weight (Polyester)
DRAINAGE PIPE
A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance
with ASTM D -3034.
EXECUTION
EXCAVATION
A. Contractor shall excavate to the lines and grades shown on the construction drawings.
The geotechnical engineer shall observe the excavation and approve prior to placement
of leveling material or fill soils. Proof roll foundation area as recommended by the
geotechnical engineer to determine if remedial work is required.
B. Over-excavation and replacement of unsuitable foundation soils and replacement with
approved compacted fill will be compensated as agreed upon with the Owner.
BASE LEVEUNG PAD
A. Leveling pad material shall consist of Drainage Fill, and shall be placed as shown on
the construction drawings, to a minimum thickness of 12 inches.
B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor
density per ASTM D- 1557 -91.
C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete
units.
MODULAR -BLOCK UNIT INSTALLATION
A. First course of Modular Blocks shall be placed on the leveling pad at the appropriate line and
grade. Alignment and level shall be checked in all directions and insure that all units are
in full contact with the base and properly seated.
B. Place the front units side -by- side. Do not leave gaps between adjacent units. Layout
of corners and curves shall be in accordance with manufacturer's recommendations.
C. Place and compact drainage fill behind Modular Block wall units. Place and
compact reinforced backfill soil behind drainage fill. Follow wall erection and drainage fill
closely with structural backfill.
D. Maximum stacked vertical height of Modular Block wall units, prior to unit drainage fill and
backfill placement and compaction, shall not exceed two courses (5 feet).
STRUCTURAL GEOGRID INSTALLATION
A. The geogrid strength, perpendicular to the wall alignment, shall meet the strength
specifications.
B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on
the construction design drawings or as directed by the Engineer.
•
C. The geogrid shall be laid horizontally on compacted backfill and attached to the Lock -Block
modular wall units. Place the next course of modular concrete units over the geogrid. The
geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid.
D. Geogrid reinforcements shall be continous throughout their embedment lengths and
placed side -by -side to provide 100% coverage at each level. Spliced connections
between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not
permitted.
REINFORCED BACKFILL PLACEMENT
A. Reinforced backfill shall be placed, spread, and compacted in such a manner that
minimizes the development of slack in the geogrid and installation damage.
B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where
hand compaction is used, or 10 inches where heavy compaction equipment such as rollers
is used. Lift thickness shall be decreased to achieve the required density as required.
C. Reinforced backfill shall be compacted to 90% of the maximum density as determined
by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during
compaction shall be at or near the optimum moisture content.
D. Only lightweight hand-operated equipment shall be allowed within 3 feet from the
modular concrete unit.
E. Tracked construction equipment shall not be operated directly upon the geogrid
reinforcement. A minimum fill thickness of 6 inches is required prior to operation of
tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum
to prevent tracks from displacing the fill and damaging the geogrid.
F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than
10 MPH. Sudden braking and sharp turning shall be avoided.
G At the end of each day's operation, the Contractor shall slope the last lift of reinforced
backfill away from the wall units to direct runoff away from wall face. The Contractor
shall not allow surface runoff from adjacent areas to enter the wall construction site.
AS -BUILT CONSTRUCTION TOLERANCES
A. Vertical alignment: +1.5" over any 10' distance
B. Wall Batter. within 2 degrees of design batter
C. Horizontal alignment: +1.5" over any 10' distance
Corners, bends, curves +1 ft. to theoretical location
D. Full contact between blocks shall be maintained.
FIELD QUALITY CONTROL
A. The wall construction shall be observed by the geotechnical engineer on a full time
basis. Testing of the compacted backfill shall be performed by the geotechnical
As a minimum, quality assurance shall include foundation soil inspection, soil and
backfill testing, verification of design parameters, and observation of construction for
general compliance with design drawings and specifications.
• Mr
1
/ -; v , r J
.s
C C
J G ._,
c.
r
• 3 C v
-� •' v J •.
NOTE: For tiered walls consider the overall effective height of the tiered wall system when de fg • -T i. 7
G '- G .,,c required geogrid length from the reinforcement schedule. • � - c ., . . .:. Lt , c . : - 11 .
v c..
03
(./
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OF NtliCiai
WOOED
203
DEC 3 C
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Battered walls at 90 degree corners are constructed as follows:
Stack a vertical column to fill the corner. Adjust toe of battered wall to meet
with corners of vertical stack (ie: kick toe out for outside corner, meet toe at
edge for inside corner). For walls higher than 7.5', you may use a stack of
full-size, interlocked blocks to make a 5'x 5' vertical stack, rather than
2 - 2.5'x 2.5' stack with single half blocks.
Use geogrid between the vertical blocks, extending back into the fill. Make
the corner stalk the same width as the wall base (2.5' 1 5' 17.5' etc.).
WWWWWWWWWWWWWWWWWWWWWMMMMMM4/ 1111MMMM1040!A MMMMMMM MMMMMMMrMM111111MM*
MMMMMMMMMMMMMMMMMMMMMMMMMMM 11111111111111M1.MMMMM MMMMMMMMMMMMMMMMMAMMM MMMMM 00411111111111.M11Mw111101111■
NOTE: Geogrid is b be plsoed on
level book". and extended over the
lop and out to the face of the Look -Block
Unite. Plem resod row of Block, pull geogrid
taunt, stack as required and backlit
Place G9 eocornpoeite Sheet Drain
on face of temporary excavation.
Minimum 30% coverage of
excavation face. Use Mirerdrain 6000
or approved equivalent
it Diameter Perforated PVC
Drain Piper, Surround with
Minimum 1 cubic toot of
1' Washed Rock per lineal
foot of pip.. Grafty flow
to apps wsd discharge point.
Wrap Washed Rock wHh
filter fabric Mersa 140N or
approved equivalent.
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•
•
•
4:
a