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Permit D04-255 - KHAN RESIDENCE - LOT 1 - NEW HOUSE
KHAN RESIDENCE, LOT 1 13821 MACADAM RD S EXPIRED 03-17-07 D04 -255 Steven M. Mullet, Mayor Steve Lancaster, Director DEVELOPMENT PERMIT Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Permit Number: Issue Date: Permit Expires On: D04 -255 11/30/2004 05/29/2005 Tenant: Name: KHAN RESIDENCE - LOT 1 Address: 13821 MACADAM RD S, TUKWILA WA Owner: Name: AIA INTERNATIONAL VENTURES Address: 24719 43RD AVE SOUTH, KENT WA Phone: Contact Person: Name: SARA) KHAN Address: 24719 43 AV S, KENT WA Contractor: Name: AIA CONTRACTING INC Address: P.O. BOX 3280, 306 N 1ST AV Contractor License No: AIACOI *990KU Phone: 253 -653 -6491 Phone: 253 854 -7005 Expiration Date: 10/18/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2322 SF SINGLE FAMILY RESIDENCE WITH 660 SF ATTACHED GARAGE AND 32 SF COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY, AND UNDERGROUDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $211,632.28 Type of Fire Protection: N/A Type of Construction: VB Fees Collected: $5,903.28 International Building Code Edition: 2003 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: City ot Tukwila Number: 0 Size (Inches): 0 o N Department of Community Development ! 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Hauling: N Start Time: Phone: 206- 431 -3670 1908 Fax: 206 -431 -3665 Volumes: Cut 1000 c.y. Web site: cOukwila.wams Steven M. Mullet, Mayor Steve Lancaster, Director DEVELOPMENT PERMIT Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Permit Number: Issue Date: Permit Expires On: D04 -255 11/30/2004 05/29/2005 Tenant: Name: KHAN RESIDENCE - LOT 1 Address: 13821 MACADAM RD S, TUKWILA WA Owner: Name: AIA INTERNATIONAL VENTURES Address: 24719 43RD AVE SOUTH, KENT WA Phone: Contact Person: Name: SARA) KHAN Address: 24719 43 AV S, KENT WA Contractor: Name: AIA CONTRACTING INC Address: P.O. BOX 3280, 306 N 1ST AV Contractor License No: AIACOI *990KU Phone: 253 -653 -6491 Phone: 253 854 -7005 Expiration Date: 10/18/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2322 SF SINGLE FAMILY RESIDENCE WITH 660 SF ATTACHED GARAGE AND 32 SF COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY, AND UNDERGROUDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $211,632.28 Type of Fire Protection: N/A Type of Construction: VB Fees Collected: $5,903.28 International Building Code Edition: 2003 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 1000 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: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N .. D0- 00 :.. s:: Z ;�— Z �w D UQ Lu J � U. W O. LL = �w Z �.. HO Z f_ w LU U O� 0 F- w W. i►i Z CO) O f " Z City ot Tukwila Steven M. Mullet, Mayor Departmetit of Commuitity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: cOulnvila.wa.us N Private: N * *continued on next page ** Public: Steve Lancaster, Director Z Z d W UO CO) WI CO LL 0 ' J, LL a: = fJ: H W i Z �? H O' W D' D O: O t� WW 0 . L O .iii z W N. H � O Z doc: IBC-Permit D04 -255 Printed: 11 -30 -2004 A O. X City o x Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: ci.wkwila.wams Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number DO4 -255 Issue Date: 11 /30/2004 Permit Expires On: 05/29/2005 Permit Center Authorized Signature: 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 6es not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction o e performance f work. I am authorized to sign and obtain this developm nt permit. Signature: Date: 'I� o 01 Print Name: �AJS - 4-44 J 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. doc: IBC-Permit D04 -255 Printed: 11 -30 -2004 Z �Z LLI J U UO Co o w= J LL W } LL Q D �W Z F- F- O Z E- LU U� 'O N =U LL f' Z UN Z v orn..r ."". ^. City of Tukwila ISO Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Tenant: KHAN RESIDENCE - LOT 1 Permit Number: Status: Applied Date: Issue Date: D04 -255 ISSUED 07/20/2004 11/30/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 7: 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. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of doc: Conditions D04 -255 Printed: 11 -30 -2 z �Z �w 2 D JU U N o co UJI �w w LL Q ND = �w Z F O Z 25 U ON off wW LO .. Z w U= O z �..�.Q City of Tukwila rare Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Public Health - Seattle and King County (206/296- 4932). 15: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department Z = of Labor and Industries (206/248- 6630). 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, 0 any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits M 0 presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila U) w � shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the H Building Official from requiring the correction of errors in the construction documents and other data. CO w w 17: ** *FIRE DEPARTMENT CONDITIONS * ** UQ 18: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the N d following concerns: i z. w Z 19: In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel z 0 distance from the nearest hydrant exceeds 250 feet. w W 20: Acceptance of residential fire sprinkler systems shall include field verification of GPM and residual pressures meeting o v co or exceeding the listing for the sprinkler type. 0 21: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving W v surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width LL- an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) Z Uco 22: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the E- 0 street. Numbers shall contrast with their background. (IFC 505.1) 23: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 24: The minimum fire flow and flow duration requirements for one- and two- family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L /min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (IFC Appendix B105.1) 25: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 27: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 29: 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. doc: Conditions D04 -255 Printed: 11 -30 -2004 tc � J ti�V LA {y City of Tukwila rune Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 30: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 31: Any material spilled onto any street shall be cleaned up immediately. 32: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 33: 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. 34: The Land Altering Permit Fee is based upon an estimated 1,000 cubic yards of cut and no fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 35: From October 1 through April 30, cover any slopes and stockpiles that are 3H:iV 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. 36: 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. 37: The Geotechnical Engineer shall provide certification on a lot by lot basis, that the work has been completed in accord with all geotechnical recommendations. 38: Driveway approach to garage shows a 20% grade. Slope driveway in the 1=leld so that vehicles will not bottom out. Coordinate with the Public Works Utilities Inspector. 39: Storm draniage vault and retaining walls each require a seperate permit from the Building Department, for Structural Design approval. 40: Owner shall enter into and record at King County, a Sensitive Area Covenant and Hold Harmless Agreement with the City of Tukwila, prior to final inspection of the Building permit by Public Works. * *continued on next page ** z �Z w. QQ � JU UO N o C0 LU J = iF- N LL w LL j N C� �w I— O Z� 25 U O - o t'-- w - d Z w U= O F— Z doc: Conditions D04 -255 Printed: 11 -30 -2004 �vVW, w `1 j • C of Tukw roe 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 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 perf rmance of work. Signature: Date: Print Name: _ doc: Conditions D04 -255 Printed: 11 -30 -2004 z �Z 2 u� D . 00 . CO J H CO U W O J u. ¢ to D = CJ �W z� ►= O z �- w 10 N D H W Lu —O • Z W CO) H F- � O Z � s J istis CITY OF TUKW11J Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 LI Building Permit No. ''t"" Mechanical Permit No. Public Works Permit No. Project No. For o rce trse 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 ** SITE LOCATION King Co Assessor's Tax No.: 3 -'Z 9 20 - Ot � 'O Site Addrt Tenant N Number: New Tenant: Floor: ❑ .... Yes ❑ ..No Property Owners Name: Mailing Address: City State Zip CONTACT PERSON Name: �'/4"R t� � Day Telephone: zs3 4_5 % Mailing Address: Z' 7 /9 L11 3 !�- � I� ewr y �:� �g Z City State Zip E -Mail Address Am tlty 9 2:5 4t H CI -11) Z ' 0- `oLV Fax Number: 9 b - :7 o Z7 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: Mailing Address: 715_� v City State Zip Contact Person: / U TAP K Y Day Telephone: Xs S7 S� 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 Company Name: Mailing Address: 6 Z3 Contact Person: E -Mail Address: City State Zip Day Telephone: C Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by. Engineer of Record Company Name: eA'&� �} �sl�L✓ �° dIvSLLL� /�C "VZ Mailing Address: j —T-s�" Z �� �9" _7S kF_-Jy — �d3z- City State Zip Contact Person: �f G' LI Day Telephone: lye,.$" - Z-S/ - Z �- E -Mail Address: Fax Number: LA 2.S 22 S7 "Z \pemiits plus \icc changes \permit application (7 -2004) Page 1 Z W � JU U ND C0 LU J = H �LL w LL Q U� = F. W Z F- O Z�_ W W VO . 0 C0 � H- W H "—' O tit Z U= O Z BUILDING PERMIT INFORMAZION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ L 000 Existing Building Valuation: $ I Scope of Work (please provide detailed information): Will there be new rack storage? []..Yes ❑ .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Z C2�J1�D *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 PROTECTIONMAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm ❑..None ❑.Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes \permit application (7 -2004) Page 2 Z �Z '~ W 0 0 ND J = H NW W } �J LL j co CY = W h- _ ? H F- O Z H W W U ON o�_ WW H~ LL O .Z W CO O Z Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor. 2" Floor V 3r Floor Floors thru Basement V-1 -3 Accessory Structure* Attached Garage & & 0 V Detached Garage Attached Carport Detached Carport Covered Deck 2 r V Uncovered Deck PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Z C2�J1�D *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 PROTECTIONMAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm ❑..None ❑.Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes \permit application (7 -2004) Page 2 Z �Z '~ W 0 0 ND J = H NW W } �J LL j co CY = W h- _ ? H F- O Z H W W U ON o�_ WW H~ LL O .Z W CO O Z :PUBLIC WORKS PERMIT IN_ MATION - 206 - 433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .:Tukwila Water District # 125 ❑ .. Highline ❑ . Renton .Water Availability Provided Sewer District ❑ ...Tukwila V ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate i . 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. Z ;F Z W UQ W y Co LL_ W O 9-j L? (D C% = W F- O Z H LLI W U� co D H W W H L —0 Z U= O Z Submitted with Aaa lication_(mark boxes which a Civil Plans (Maximum Paper Size — 22" x 34 ") ..Technical Information Report (Storm Draina ) ❑ ...Bond ❑ ..Insurance Easement(s) Proposed Activities (mark boxes fhat 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 NJ • Geotechnical Report 'd.. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ... Hold Harmless -SA I ff ..Total Cut /000 cubic yards .Total Fill r _ cubic yards ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance �❑.,/' Work in Flood Zone `U •• Storm Drainage j ❑...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 ❑ ...Backtlow Prevention - Fire Protection " Irrigation " Domestic Water " ❑...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size............ WO# ❑ ...Deduct Water Meter Size " ' ❑ ...Sewer Main Extension ............Public Private } ❑... Water Main Extension .............Public Private l , FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ... Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City state zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: Ci State zip \permits plus \icc chanscslpermit application (7 -2004) ['age 3 MECHANICAL PERMIT INFORMATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name:_ Mailing Address: Contact Person: City Day E -Mail Address: Fax Number: Contractor Registration Number: Expiration D * *An original or notarized copy of current Washington State Contractor License must be pry Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Commercial: 7 .maw .... ❑ Fuel Type Electric ..... ❑ Gas .... ❑ Replacement..... ❑ Replacement..... Other: , Indicate type of mechanical work being installed and the I Aantity below: Unit Type: Qty Unit Type: Qty Unit Type: ` -' Qty Boiler/Compressor: Q Furnace <100K BTU Air Handling Unit > 0,000 Fire Damper 0 -3 HP /100,000 BTU CFM 'J CJ 17 3 Furnace >100K BTU Evaporator Co? 9r Diff fser - 3 -15 HP /500,000iBT0 Floor Furnace Ventilation F Connected Thermostat 15 -30 HP /1,000,000 BTU to Single D ct Suspended/Wall/Floor Ventilati System Wood /Gas Stove 30 -50 HP/1,750,000 BTU Mounted Heater Appliance Vent Hoo nd Duct'.. Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Inc' erator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator — Comm/Ind Other Mechanical <10,000 CFM Equipment •�r i PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: — Date: Print Name: "� �� ���"�'y Day Telephone: ; - 3 -6S� Mailing Address: 2-12 — L( e2 ,, R Q �/�- �� ,����T- "- /+ City state Zip Date Application Accepted: Date Application Expires: I Staff Initials: y \permits phis \icc changes \permit application (7.2004) Page 4 Zip at the time of permit issuance ** I` Z J- Z �w 0 Cl) J CO W w UQ cl) = F— w Z H ZO W w U� O- ❑ 1— w W HF �O L1l Z CO O Z FR0.M Ronhovde Architects LLC FAX N0. :4256560501 Jul. 15 2004 09:39AM P6 JUL 15 1 04 091 MAM 7LWIL ~` "-D PW ` BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION Palma adjust e stimated fees PROJECT WAME PERMIT # If you do not provide axib bar bids or an engineer's estimate with your permit application, Public Works will review the coat a0mates fbr reasonableness and may adjust estimates. 1. APPLICATION BASE FEE RATE 2. Enter total construction cost fad each Improvement category: General 2-1,576,-Co Erosion prevention 1.800.00 Water 5 2.00 Sewer 5.3 7q, 0_ Storm water Road /Parking /Aomse ._ 2.2 70. A. Total Improvements , Al2" OZ0, 00 3. Calculate Improvement -based fees: B, 2.5% of first $100,000 of A. 10 6 0. 6a C. 2.0% of amount over $100,000, . w _ but less then $200,000 of A. D. 1.5% of amount over $200,000 of A. -- .20.(1) CITY OF -"D LA t.A J� 1 L 2' 0 2004 E'ER PERMIT CEwER 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 1 0 ,50.50 (4) 5. GRADING Plan Review and permit Fees $ 37, 00 (5) Enter total excavation volume 0� ,. cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading application tee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE U to 50 CY Free 51 -100 $23.50 101 -1004 $37.00 1.00 -10 $49.25 10,01 - 100,000 $49.25 for 1 10,000, PLUS $24,60 for each addldonal 10,000 or fraction thereof. 100,001 - 200,000 $269.75 fbr 1 100,000, PLUS $13.25 for each addldonal 10,000 or fraction thereof. 200,001 or more $402,25 for 1 200,000, ALUS 7.25 for each eddiflonsl 10,000 or fraction thereof. TOTAL PLAN REVIEW AND APPROVAL, FEE DUE WITH PERMIT APPLICATION (1 +4 +5) The Flan Review and Approval fees cover TWO ravlews: l) the first review associated with the submission of the application/plan and 2) a fotlaw -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall bo charged 25% of the Total Plan Review Fee. Approved 09.25.02 Revised 03.18.03 Revised 05,13.09 RG*Od 06.07.04 I o4loz55 z IW o: is 0 0 wi H S2 LL.. w LLQ (1) D 7 �-w z f- w� �5 U� O - a F- wW L z O z BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 0 6. Permit Issuance /Inspection Fee (B +C +D) $ /0 S6 —' (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1 B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (p er SF of lane width 20 -15 100% $10.00 15-10(75%) $7.50 10-7(50%) $5.00 7 -5 33% $3.30 5-2(25%) $2.50 2 -1 10% $1.00 0 -1 $0.00 so 8. GRADING Permit Review Fee (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101-1,000 $37.00 for 1 s` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 -10,000 $194.50 for 1 s` 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s` 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 2 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 z q zZ ;F- w u� D JU U0 Cl) to W J = CO L wO LLQ Cj) = Cl �w z H- O w �. w U� 0 - o H- w w rr �: LL ..z w co z BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees a TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($50) C. Water Meter - Permanent* D. Water Meter- Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Special Connection (TMC Title 14) E. Duwamish F. Storm Drainage Mitigation G. Other Fees $ r (9) $ Total A through G $_ (10) bo DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9+10) $ /.'Z ! -� ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. mod», /o /z i /off, Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 3 Z Q X Q � . JU 0 Cl)� J S2 U- wo �D = a �w z� t- O z �- 5 . U� OS2 W W: U- tii z U CO . z Cit y of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 3229200010 Permit Number D04 -255 Address: 13821 MACADAM RD S TUKW Status: APPROVED Suite No: Applied Date: 07/20/2004 Applicant: KHAN RESIDENCE - LOT 1 Issue Date: Receipt No.: R04 -01600 Payment Amount: 3,259.26 Initials: BLH User ID: ADMIN Payment Date: Balance: 11/30/200412:41 PM $0.00 Payee: AIA INTERNATIONAL VENTURES INC TRANSACTION LIST: Type - - - - -- Method Description Amount -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 1142 3,259.26 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES 000/322.100 2,009.26 PW LAND ALT PERMIT FEE 000/342.400 194.50 PW PERMIT /INSPECTION FEE 000/342.400 1 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 3,259.26 �� 971. ITY!'At.. doc: Receipt Printed: 11 -30 -2004 Z I �-:. �- Z � W 0 o, CO W =. J �.. N LL. WO 2 J LL = N �W z �.. 1- O Z E- �5 U� O N. 0 F-. W W. UO .. Z W U =" O ~` Z a City of Tukwila 6300 Southcenter BL, Suite 1001 Tukwila, WA 98188 / (206) 431 -3670 z RECEIPT W. �_ Parcel No.: 3229200010 Permit Number D04 -255 00 Address: Status: PENDING N o wi Suite No: Applied Date: 07/20J2004 � J Applicant: KHAN RESIDENCE - LOT 1 Issue Date: cn L. w J Receipt No.: R04 -00916 Payment Amount: 21644.02 c Initials: SKS Payment Date: 07/20/2004 03:29 PM Z H User ID: 1165 Balance: $3 0 z� w w Payee: AIA INTERNATIONAL VENTURES, INC. p CO. wW v TRANSACTION LIST: Type Method Description Amount Q': z - - -- ------ - - - - - - - - - - -- - -- ------------ LLI Payment Check 1122 2,644.02 U z ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- PLAN CHECK - RES 000/345.830 ------ - - - - -- 1,306.02 PW BASE APPLICATION FEE 000/322.100 250.00 PW LAND ALT PLAN REVIEW 000/345.830 37.00 PW PLAN REVIEW 000/345.830 1,051.00 Total: 2,644.02 M 2957 07/71 9716 TOTAL 7932.06 doc: Receipt Printed: 07 -20 -2004 .10 Projec ��l AN y f I , Z njjec t ion: Address: Date Called: Special Instructions: 017 lZe _s Jc) Date Wante M. Q Requester Phone No: 'COM ENTS M sm OR kyf OMP I M • WA LF aj Ar i LW- W -0 m !,iv MOM z Z W 0 U 0 N CO III J 3: J F-- CO) LL 0 L cf) CY Z tr 0 W F_ 5 C , Co. o a 16— W W U. iii Z CO 0 Z INSPECTION RECORD Retain a copy with permit 1145RECTION NO. RM NO, 0 P R2 0 3670 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ct: A AJ Proje I A Type of Inspection: q - AdY § 2 7 tn,4(' Date Called: Special Instructions: Date Wanted: a. Z Requester: Phone No: I �S 'RApproved:oer-applicable codes. &CO rrections required prior to approval. I COMMENTS: 0 - t cor Lo w- Dam* 58.00 REINSPECTI H FEE REQUIRED. - or to Inspection, fee must be paid at 6300 Southcenter Blvd suite 1 0. Call to sechedule reinspection. Rece No.: Date: Z L6 00 CO) 0 CO) W W C0 U- W 0 U- ( a LLI Z H 0 Z 11-- UJ 5 C0 0— WW 7-0 � W Z. L) 0 Z I INSPECTION RECORD Retain a copy with permita'�"�`' S INSPECTION NO. PER O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 1<" P e S . Type of Inspection: Address: tw / o.i A 0 ,9 0. Date Called: 7 Special Instructions: Date Wanted: a.m. �2 — .2 3 '— O (r.� p.m. Requester: Phone No: - ]Approved per applicable codes. Corrections required prior to approval. f + • n G' Pu h, , ;S Inspector: v Date: F. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: — 7 D — ate: i'• i.; Z N W i = . UO (/) J = �LL WO LLQ � I.. W ` Z H f- O W UJ U� ON a I— W W. F- LL —0 111 U= O f- Z r I n G' Pu h, , ;S Inspector: v Date: F. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: — 7 D — ate: i'• i.; Z N W i = . UO (/) J = �LL WO LLQ � I.. W ` Z H f- O W UJ U� ON a I— W W. F- LL —0 111 U= O f- Z is INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER 01 CITY OF TUK-WILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Project: C 14 Fl N ?� Lei .1. Type of Inspection: ` 1- 2 A N t T � Address: 3 &Z � mi�OCNP�A A/� Date Called: --- a -1 0 Special Instructions: Date Wanted: _ // a.m. f 7 _. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO MENTS: $5 .00 REINSPECTION F REQUIRED. PH r to inspection, fee must be p id at 6300 Southcenter B 4d., Suite 100. all to sechedule reinspection. Re ipt No.: I Date: z Z d— W UO CO) ID . CO) LLI W 1 WO �Q co T H W �O z l— 5 U � O- O F— W W U U- -0, Li z W U= O z $5 .00 REINSPECTION F REQUIRED. PH r to inspection, fee must be p id at 6300 Southcenter B 4d., Suite 100. all to sechedule reinspection. Re ipt No.: I Date: z Z d— W UO CO) ID . CO) LLI W 1 WO �Q co T H W �O z l— 5 U � O- O F— W W U U- -0, Li z W U= O z INSPECTION RECORD Retain a copy with permit 0 I V INSPECTION NO. PE I !N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: 1 14 A P� r l� f S A 6n Address: 1 - 7 0 A 0 ISpecial Date Called: 1 Instructions: Date Wanted: a.m. I — I C, 0 p.m. Requester: Phone N L) - - SI Fl Approved per applicable codes. R Corrections required prior to approval. �elpt No.: Date: Z J 0 00 LLJ W CO) U- W O U. C0 UJ 0 Z H UJI 5 . Cl) 0 W W H (. 5 LL —0 z LiJ CO) Z IJ naid at 6300 Snuthcpnter Blvd.. Suite 100. Call to sachpdulp rpinsnprtinr ql� 7 F INSPECTION RECORD.:. � =ash Retain a copy with permit INSPECTION NO. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 2 1 -3670 i . P Ti MA ) q V1 I _ Typ f n� a rc ' n: ; Ad d yes ' s: - I ate alled: _ :F Spedc. at Instructions: o V"-1 ill Rate r a. m. �anted:�' 1. � •a� Requester: Phqr)e No: ....... !! 2-2 I" p aid at 6300 Southcenter Blvd., Suite 100. Cali to sechedute reinspection. Receipt No.: Date: Z Z W QQ JU C.) 0 CO a CO) W. W J CO) LL wo �a� LL a UJ Z 2 Wo Uj 5 C0 OH 0- W W 3:0 L —0 W z 0 CO) Z ❑ Corrections required pi ; ibr to approval. 7 -77777 :!,77777 INSPECTION RECORD ' Retain a copy with permit INSPECTION NO. PE I N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (200431-3670 irc: j * " AHA 7 n peq ion: I Typ e of I s t ILO -- A A R Vt dd r ie s: Date Called: Special Instructions: ate Wanted.* I C Requester: Phone No: La (5 - 71 -PU I Receipt No.: I Date: I 9 Z Z LU U U O Q M LLJ UJI Cf) LL 0 LL cf) CY LLI Z 0 z �— W LLJ 5 M 0 0 F— LU UJ M 0 tii Z cf) x 0 Z I I paid at 6300 Southcenter Blvd., Suite 100. Call to Sechedule reinspection. INSPECTION RECORD Do 75 1, Pit Retain a copy with permit INSPECTION N0. PE CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 proved per applicable codes. Corrections required prior to approval i ..fit •rL ". 't � r �.l ^'a.s lyi..Z ..f'�M�.�. -. "54 ^. ,i " ProieeccL,f T Ty of Inspection: , , Are s: / s � ,�� } d date Calje�l: Special � t� Z ;H Z �W U Co 0 w= J � U) L WO LL co = �W z H F- O W ~ W U O - o 1--. W W. LL Z 111 U =; O Z INSPECTION RECORD Retain a copy with permit INSPECTION N0. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ;. a .. P o' c : Ue 1 - —(041 Tie It A f�es •, ate Called: 5 L Special Instructions: { ( Date Wanted: / .- a.m. Requester: P one No !^ (n v � Approved per applicable codes. Corrections required prior to approval. COMMENTS:- D i r Receipt No.: Date: 7 1 r . Inspector Date: F] $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z '~ W J U' 00 (00 U) 3: J l.— &) LL WO UQ S �W Z S F- H O. Z f- G 5 U ON 0 H WW H � LL Z U= O Z • r INSPECTION RECORD' Retain a copy with permit *EN INSPECT N N0. CITY OF TUKWILA BUILDING DIVISI Southcenter Blvd., #100, Tukwila, WA 98188 0 Pr j Et: Type of Inspection: Address:— Date Called: ' I AA L M. Special Instructions: Date Want a.m. ? as� R t equese . or M� D a vvt Phone No: ki N 0 0 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: i..✓ Receipt No.: Date: S3 Z �Z '~ W U0 CO J = F- (0 L WO LLQ N:3 2 C1 �W Z F— �-- O W F— W U� o C 13 WW F=— H LL O 111 Z CO 1= � O Z `—' paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i INSPECTION RECORD° , - *PER } INSPECTION N0. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 3670 P o* : Type of Inspection- . Po o II Address: I Specld]Instructions: ate Called: )0q e M Date Wanted 4 � a.m. Requester: o • ,, Approved per applicable codes. Corrections required prior to approval. COMMENTS: z z W W U. UO N C0 W J F co LL W O UL �a = F— W _ z Ir �O z H W �O co U O I-- WW H � U. ll! U= O F.. z '/'A, paid at 6300 Southcenter Blvd., Suite 100. Calt to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project* Type of Inspection: _ &- I ' Address: „fi�tt__� /lk(e"ZAmp�l Date Called: / o �v(o Special Instructions° ::. Date Wanted: / M. (” g Requester: Phone No: ll Approved per applicable codes. Corrections required prior to approval. hW ';r� Inspector: � � l Date: `2 P& COMMENTS: .. (” TZ "i r $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: Z J- Z W QQ� JU UO N113 J= S2 LL WO LL CO) W �O W H, U� Uj CO) D H W W F=- U — O W Z CO) O Z o�rnv!.+ 1fi* ixg4• s�^a�nfaa�iPavcn�onrebrxr?r,ar INSPECTION RECORD Retain a copy with permit" I INSPECTION NO. PERMIT NO. CITY OF TUKWILA- BUILDING DIVISION 6300 Southcenter BIVd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per appTcable codes. Corrections required prior to approval. COMMENTS: MCI � f K_ ProjvcSi Type of Inspection: 5 0 Address: '24 Date Called: 1 ? Special Instructions: Date Wanted: a.m. 4� lr p.m. Re uester: / Phone o: 2OG 76 Inspector: /� Date: -21 UG $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: I Date: Z �Z W UO O W� CO) W WO LL �W ' Z H H O: Z H W W U� O -. 0H W I— W Z f1i . U =, o ... ....... 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. C11YOF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)431-3670 Project: Type of Inspection: P r C . Khah Res, got Approved per applicable codes. Corrections required prior to ;approval. 1M COMMENTS: Address: 1-944zl s (A I 44J r6 44- Date Called: 11-15-05- Special Instructions: L-ot I Date Wanted: a.m. Requester* Tame6' Wil xi" Phone No: COMMENTS: J15 s (A I 44J r6 44- R 16 Am, im all'r- Inspector: Date: 1,, 00 I) V1 00 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. elpt No,: Date: Z Z W 00 C l) 0 (1) W W LL W O 2 � 9 Ei U- CY W Z l'- 0 z F- LLJ 5 C) L) Cf) 0 a I.- W 0 id z CO) 0 Z INSPECTION RECORD Z " Retain a copy with permit - - INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 In Projec h�41 Type o� spestion: j L I A dd �� � Date Called: � 0 SPPcoal-Inctnictions: Date Wanted: , < <f a.m. p.m. Requester; U _ h Phone No: V -- v- (v 1 aApproved per applicable codes. Corrections required prior to approval. i • ' FMWAFI oM I I< W �j MOW7 Inspector: �, / Date: Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z Z �QQ W W� J U. UO UD to J = Lo LL WO 9� U. Q co =d �W Z H H O Z F_ 5 U .O -. 0 I_ W LL Z 111 co O H. Z INSPECTION RECORD 3 Retain a copy with permit-,... INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila_ Wa. qR1 RR ?nr%- S7S -44n7 Project: Type of Inspection: Address: Contact Person: Suite #: Pre -Fire: Special Instructions: Phone No.: L/ ,?_ Approved per applicable codes. FICorrections required prior to approval. COMMENTS: JCL 0 JZ. Needs Shift Ins ect'on: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: _,51 Date: ��j �J I Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 i i+ I z �z �W Q � J U Co o co UJ J U) LL w wQ CO CY �w z I'_O z�__ w w U ON 0H W W H LL O .z W U= OH z f INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila. Wa. 98188 206 - 575 -4407 Project: Type of Inspection: Address: �.�Z /`yJ,�� �� ?1� % S, Contact Person: Suite #: 12yx) /,/ Special Instructions: Phone No.: ZS3 - F9 - 3�1 Approved per applicable codes. 0 required prior to approval. COMMENTS: �JQ 4e4e 0 v ,/ 7" Needs Shift Inspection: S rinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occu anc y Type: Inspector: s i 1 _ Date: /// Hrs.: p $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 z '~ w JU U N o �_ S2 LL w 9-J U- a =w F- O z F-- w W 0 D C3 ON o�- WW W z U= O~ z -i i ;l i ;i :t r LUCIA ENGINEERING INC. 3u/.A valley s Seattle, Washington 98109 Phone: 206.790.8039 Facsimile: 206.237-3500 AIA Contracting 305 North First Avenue Kent, Washington 98032 Attention: Sukh Sandhu Reference: 13821 & 13827 MacDam Road Tukwilla , Washington 98031 Sukh, CITY OF 7.OKWIl FEB . � 2 3 1()(x., P ENMr ]' �tiv i,�n I have completed my review of the framing at this site. The issues presented to me were as follows: Framing of stairway landing — Lower level into garage Framing of TJI floor joist and support of overhang areas Use of 8d Nails on TJI hangers Framing of stairwa landing anding_ Lower level into garage After review of the framing at the stairway landing, and the inclusion of an added 2x6 ledger, the framing at the landing is adequate and no further work is required. The added 2x6 ledger was needed, the framing as installed was not adequate without this additional support. No additional work is needed. Framing of TJI floor joist and support of overhang areas Two TJI floor joist are to be added to the framing to help support the overhang area. The existing two cantilevered TJI floor joists on each side of the overhang window area are capable of supporting the full loads of the two stories of overhang, however after reviewing the existing framing at this location, it is my opinion that an additional floor joist should be placed on each side of the lower window under the cripples supporting the window header. These two added floor joist should be of the same material as the existing TJI floor joists. They should extend into the garage area at least 3 feet. November 25, 2005 z i Z z W 2 D J0 to 0 U) U) U -. W O cf)d = W z F- O. z r— Do U O - 0 f- WW " - O _Z w U= O F " z Use of 8d Nails on TJI hangers While the use of 8d nails is not per the TJI hanger bracket manufacturer's recommendations, the 8d nails as installed do provide more shear support that the allowable load for the TJI hanger brackets. Therefore the framing as installed is acceptable. Please give me a call if you have any questions. T anks 44C ;�� " V IA M . L O v of W A S y Joe Lucia, P.E. IS A- - z mow 2' .0 V) o U) J H S2 1L wo LL Q N d � z � p; O �. O I-- = U` Ili z U CO O Z TECHNICAL INFORMATION REPORT "MCC" f _� Khan Property Project 'y Macadam Road South (ITYnFTiI1KWIlA Tukwila, WA 98168 REVISIUN I OCT 2 6 2004 No , ._.._.._,. it PERMIT CENTER Prepared for: American Canadian Real Estate, Inc. P.O. Box 3280 REVIEWED FOR NCE Kent WA 98032 CODE CO p,P*Qnwr- -.Q NDV M 3 2004 November 10, 2003 cit Of TAN'11 Revised October 26, 2004 BUILDING DIVISION Our Job No. 11217 5101 , 40 i 3 975 � F C/STE�� SS /ONAL EXPIRES: 6 / 10 / C 14 A ! �_ In r )� Z CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 0 ' Y 18215 72ND AVENUE SOUTH, KENT WA 98032 • (425) 251 -6222 • (425) 251 -8782 FAX www.barghausen.com I z �Z .S U UO WW N LL W o 9-1 U- C' a = W Wa W . U O N. o� w iLz ui U =_ O z 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The site is currently mostly undeveloped, and the storm water runoff from the site drains Z into an existing roadside ditch storm drainage system as described earlier. The upstream < z drainage basin consists of sheet flows from undeveloped forested land to the west of the project property. The properties to the north and south both drain to the roadside ditch along Macadam Road South in a similar manner to the project property. Macadam Road v 0 South bounds the eastern edge of the property. There are no offsite streams or channeled c N 0 flows entering the project property. Cl) w 4.2 Developed Site Hydrology C0 ~ L w 0 The proposal for this property is to construct a private access drive and three new single - family residences. This will include installing a new catch basin and conveyance system Q with Type 1 Catch Basins and 12- inch - diameter pipe. The conveyance pipes will be N routed to a flow control and stormwater detention facility as shown on the design plans. = w As determined by the City of Tukwila's design standards, detention is required for this Z H project because the new construction will add more than 6,000 square feet of new 0 impervious surfaces. The proposal is to install a detention vault sized to meet Level 1 w � Flow Control as outlined in the 1998 King County, Washington Surface Water Design 5. Manual. The vault, in turn, will discharge directly into the existing roadside ditch v N system. 0 F- , 4.3 Performance Standards w w As described above, detention meeting the requirements of the 1998 King County, LL — 0 Z. Washington Surface Water Design Manual is required for this project. A detention vault U co sized to meet Level 1 Flow Control is being proposed on this facility. H 4.4 Flow Control System O Z As mentioned above, flow control/detention will meet King County's Storm Drainage Manual requirements for Level 1 Flow Control. 4.5 Water Quality System Water quality treatment is not required for this project site because it meets the criteria for the Surface Area Exemption from Core Requirement No. 8 in the 1998 King County, Washington Surface Water Design Manual. The total PGIS area in the developed state will be 3,930 square feet (< 5,000 square feet per KCSWDM), and the total parcel area is 0.382 acres (< 1 acre per KCSWDM). 11217.001.doc [HPG /tep] t A 1 17 ADaPT z; FILE Cop _j GEOTECHNICAL ENGINEERING REPORT HELLWIG'S ADDITION LOTS NO. 1 2 & 149 13821 Macadam Road Tukwila,. Washington REc CITY OF E UKWIL4 . 0 2004 rIEHMIT CENTEA Submitted To: AIA International Development 306 North 1 Avenue Kent, Washington 98032 WA01- 6267 -0 May 2001 REVIEWED FOR CODE COMPLIANCE NOV 3 2004 1 C it y � f TW kVvil bf 'TWkuvi18 BU D { RECEIVED CITY O T el"I a N 0 8 2001 PERMIT CENTER F11 Z W W D U O' CO 0 co W J = N LL w LLQ =d �w Z =. Z0 W LLI �p o UY o� W W: H U. LL �. . 2' w O ~. Z y. m 2001 WA01- 6267 -0 AIA International Development 306 North 1 Avenue Kent, Washington 98032 Attention: Mr. Saraj Khan Subject: Geotechnical Engineering Report Hellwig's Addition Lots No. 1, 2 & 149 13821 Macadam Road Tukwila, Washington Dear Mr. Khan: LSI ADAPT (ADAPT) is pleased to submit this report summarizing our geotechnical engineering evaluation for the above - referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning site preparation, excavations, foundations, floors, drainage, retaining walls, and structural fill. As outlined in our proposal letter dated July 27, 2000, our scope of work comprised a field exploration, geotechnical research, geotechnical analyses, and report preparation. We received your written authorization for our evaluation on April 18, 2001. This report has been prepared for the exclusive use of AIA International Development, and their agents, in accordance with generally accepted geotechnical engineering practice and for the specific application to this project. Use or reliance upon this report by a third party is at their own risk. ADAPT does not make any representation or warranty, express or implied, to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose, whether known or unknown to ADAPT. We appreciate the opportunity to be of service on this project. Should you have any questions concerning this report or need further assistance, please contact us at (206) 654 -7045. Respectfully Submitted, LSI ADAPT Rolf B. yllseth, ' . Senior Geotechnical Engineer Distribution: AIA International Development (2) Attn: Mr. Saraj Khan Mohammad Saleem (2) 800 Maynard Avenue South LSI ADAPT Tel (206)- 654.7045 Suite 403 Fax (206) 654.7048 Seattle, Washington 98134 www.adaptengr.com ADaPT Z I~ '~ w C W J0 UO y0 CO W �LL W 95 LLQ Na = ul F— O Z �5 U O N 0 H WW LO Z U= O z LSI ADAPT TABLE OF CONTENTS WA01- 6267 -0 1.0 SUMMARY ..................................................................................................... ............................... 1 2.0 SITE AND PROJECT DESCRIPTION ........................................................... ............................... 2 z 3.0 EXPLORATORY METHODS ' 3.1 Auger Boring Procedures ..... ............................... ..... 4' w 4.0 SITE CONDITIONS ........................................................................................ ............................... 4 4.1 Surface Conditions .............................................................................. ............................... 5 v 4.2 Soil Conditions ........ ............................... ......... 5 O to M .................................................... 4.3 Groundwater Conditions .............. ............................. 5 w w :: 4 .4 Seismic Conditions .............................. .................................. ............ ............................... 5 J t- N LL ................. ............................... 4.5 Environmentally Critical Area Conditions ............... .......... 6 — O 5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................... .....................:......... 6 w 5 .1 Site Preparation ................................................................................... ............................... 6 — .. 5 .2 Spread Footings ............................................................................... ............................... .. 8 N 5 .3 Slab -on -Grade Floors ........................................................................ ............................... 10 — d 5 .4 Backfilled Walls ................................................................................ ............................... 10 _ Z l�' 5 .5 Drainage Systems ................................................................................ .............................13 . 5.6 Structural Fill ................................................................................ ............................... ..... 14 Z O w w 6.0 RECOMMENDED ADDITIONAL SERVICES .......................................:... ............................... 16 7.0 CLOSURE ........................................................................................................ .............................17 o' U O N p F— . Figure 1 Location/Topographic Map w w Figure 2 Site & Exploration Plan U. z Boring Logs B -1 through B -3 W v to O z AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Table of Contents ` LSI ADAPT 1.0 SUMMARY Based on our field explorations, research and analyses, the proposed construction appears feasible from a geotechnical standpoint, contingent on the implementation of the recommendations presented in this report. The following summary of project geotechnical considerations is presented for introductory purposes and, as such, should be used only in conjunction with the full text of this report. Q = z • Project Description Development plans call for constructing three new, 2 to 3 -story, ;t— residential houses with garage and basement levels. The specific type, size and location v v 0 of these houses were not available at the time of this report. (n o J = H • Exploratory Methods We explored subsurface conditions by means of three borings N LL w advanced at strategic locations across the lot and anticipated house footprint areas, to depths ranging from about 14 to 19 feet below ground surface (bgs). Id • Soil Conditions Soils underlying the site generally consist of near - surface, weathered, I=- _ tannish gray and gray with rusty mottling, medium stiff sandy silts and loose to medium z dense silty sands, underlain by stiff to very stiff, blue -gray, clayey silts and silts. The site w O w soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. v o CO off s Groundwater Conditions At the time of exploration (May 2001), perched groundwater ' was encountered within a sand layer at a depth of approximately 13 feet bgs (elevation j w H U 143 feet) in exploration B -2 in the western portion of Lot No. 1. This groundwater zone p { may be related to the groundwater seepage emanating along the existing•-cut slope at the v N western end of Lot No. 2. Z • Surface Seepage Conditions Groundwater seepage was observed emanating along an existing, apparent cut slope at the western end of Lot No. 2 during our site visit. We recommend that this seepage water be controlled with the use of a trench drain system to minimize risk of potential future erosion and slope instability. • Environmentally Critical Area Considerations The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 percent (Class 2 and Class 3 Area). Provided that the recommendations of this report are implemented, the project is considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent properties. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page I LSI ADAPT • Foundations In our opinion, the proposed houses can be supported by conventional spread footings that bear on the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. For properly prepared footing subgrades, these spread footings may be designed for an allowable, static bearing pressure of 2,000 pounds per square foot (psf) and a seismic bearing pressure of 2,660 psf. • Floors Typical soil- supported, slab -on -grade floors are feasible at this site, contingent on proper subgrade preparation. • Subsurface Walls In our opinion, conventional backfilled, cast -in -place concrete walls will adequately support the proposed basement and site perimeter retaining wall system. These walls should be designed to withstand appropriate lateral pressures, as discussed in this report. • Seismic Considerations Based on our literature review and subsurface interpretations, we recommend that the project structural engineer use the following seismic parameters for { design of buildings, retaining walls, and other site structures, as appropriate. Design Parameter Value Acceleration Coefficient 0.30 Risk Zone (1997 UBC) 3 Soil Profile Type (1997 UBC) SE •. Temporary Excavation Considerations All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the loose to medium dense sand and medium stiff sandy /clayey silt that will likely be encountered within the anticipated excavation depths, we tentatively recommend maximum, temporary cut slope inclinations of 1' /2H: l V and 1 H:1 V, respectively. If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed 1 %2H:1 V. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 13821 Macadam Road in Tukwila, Washington, as shown on the enclosed Location/Topographic Map (Figure 1). The site consists of three vacant building lots measuring ! approximately 50 by 100 feet, identified as Lots No. 1 & 2 within Block 1 and Lot No. 149 on the west 1 side of Macadam Road on the lot plan provided for our review. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 2 z Z tr � JU 000 U U. w 9Q = �w z zF_ W U aH wW U. O z U= 0 ~ z LSI ADAPT Site boundaries are generally delineated by neighboring residential lots on the northwest and the southeast, by Macadam Road on the northeast, and by an adjacent wooded area on the southwest. The existing lots slope down towards the northeast (Macadam Road), with an overall topographical relief of about 40 feet across the site. A relatively level, roughly 40 -feet .wide bench area is located at approximately elevation 148 feet (ground surface) in the center of Lots No. 1 and 2. An existing basement structure remains within this bench area in Lot No. 1, where a previously demolished house was situated. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent existing features. It is our understanding that the lots will be developed for single- family residential dwellings. The proposed houses are to be constructed within an existing, relatively level bench area at approximately 148 feet in elevation (ground surface) within the center of Lots No. 1 and 2. The house on Lot Na. 149 is expected to be located at the end of an existing asphalt driveway (roughly ground surface elevation of 135 feet). In order to limit driveway grades up from Macadam Road, we understand that the houses are expected to consist of a garage level and a basement level below ground surface (bgs), requiring site excavations up to 20 feet in depth bgs. Foundation support will consist of a system of shallow footings and basement retaining walls. We anticipate that the building walls and columns will impose relatively light foundation loads. Figure 2 illustrates the proposed location of one the houses (Lot No. 149). The conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from layout drawings, written information, and verbal information supplied to us. Consequently, if any changes are made in the currently proposed project, we may need to modify our conclusions and recommendations contained herein -to reflect those changes. 3.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on May 9, 2001. Our exploration and testing program comprised the following elements: • A visual surface reconnaissance of the site; • 3 borings (designated B -1 through B -3) with Standard Penetration Tests, advanced at strategic locations across the proposed house footprint and general lot areas; • A review of published geologic and seismologic maps and literature. The following text sections describe our procedures used for performing the auger borings. Figure 2 depicts their approximate relative locations. The specific number, locations, and depths of our explorations were selected in relation to the existing and proposed site features, under the constraints of surface access, underground utility conflicts, and budget considerations. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us, then we estimated their elevations by interpolating between contour lines AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 3 Z �w aa JU UO Ua co W J= H S2 U_ w 9_J LL Q co = �w z� F— O w ~ w U ON o�_ wW 60 w Z CO O Z LSI ADAPT shown on this same plan. Consequently, the locations depicted on Figure 2 should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. It should be realized that the explorations performed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Z Furthermore, the nature and extent of any such variations would not become evident until additional w explorations are performed or until construction activities have commenced. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this v v 0 report to reflect the actual site conditions. CO W J = H 3_1 Auger Boring Procedures T U_ UJ O Our exploratory borings were advanced with a portable hollow -stem auger and a trailer- mounted'drill rig operated by an independent drilling firm working under subcontract to ADAPT. A geotechnical engineer Q from our firm continuously observed the borings, logged the subsurface conditions, and collected N d representative soil samples. All samples were stored in watertight containers and later transported to our _ laboratory for further visual examination and testing. After the borings were completed, the boreholes ? ~ t— O were backfilled with a mixture of bentonite chips and soil cuttings. w LU L U Throughout the drilling operation, soil samples were obtained at 2%- or 5 -foot depth intervals by means UC3 0 co of the Standard Penetration Test (SPT) per ASTM:D -1586. This testing and sampling procedure consists w H of driving a standard 2- inch - diameter steel split -spoon sampler 18 inches into the soil with a 140 -pound U hammer free - falling 30 inches. The number of blows required to drive the sampler through each 6 -inch u- Z interval is counted, and the total number of blows struck during the final 12 inches is -fecorded as the v co Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows is struck within any 6 -inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration Z distance. The resulting Standard Penetration Resistance values indicate the relative density 'of granular soils and the relative consistency of cohesive soils. The enclosed Boring Logs describe the vertical sequence of soils and materials encountered in the borings, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log.' Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. AIA International Development LSI ADAPT Project No. WAOI- 6267 -0 May 25, 2001 Page 4 9UtM,M•. A y w«M ;. rH nn sLei +.. +nr+ wl.0 +i nlc e...vm +, � rts^w � +a'd, .m,: ... ,. ti a w n .Cn. I ' I_ _N LSI ADAPT il 4_1 Surface Conditions The subject site is vegetated by second - growth trees with a relatively thick growth of understory vegetation. We observed seepage water emanating along the face of what appears to be a cut slope at the west end of the existing driveway in Lot No. 2 (between roughly 140 and 150 feet elevation contours). The seepage was observed to collect at the top of the driveway and flow along the driveway to a drain system located at the bottom of the driveway. Filamentous vegetation was observed in the northwest corner of Lot No. 1, just to the south of this surface seepage area, indicating saturated, near - surface soil conditions. We did not observe surface seepage conditions elsewhere across the site. 4.2 Soil Conditions According to published geological maps, the general soil conditions at the site location consist of glaciofluvial sands and gravels overlying glacial drift. Our on -site explorations did not confirm the presence of glaciofluvial or glacial drift deposits; rather, the observed site soils correlated better with the Lacustrine Silt and Clay deposits mapped near -by the site. Our explorations revealed a fairly uniform subsurface stratigraphy across the site. Specifically, our borings revealed weathered, tannish gray to gray with rusty mottling, medium stiff sandy silts and loose to medium dense silty sands above an elevation ranging from about 135 feet in the southeastern portion to roughly 145 feet in the.northwestem portion of the site. Below these near - surface, weathered soils, our borings disclosed stiff to very stiff, blue -gray, clayey silts and silts. The site soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. 4.3 Groundwater Conditions At the time of drilling (May 2001), groundwater was observed at a depth of approximately 13 feet in boring B -2 at the western end of Lot No. 1, corresponding to an elevation of about 143 feet. This groundwater was encountered within a limited sand layer and is interpreted to be perched atop the underlying, relatively impermeable sandy silts or clayey silts. This groundwater zone may be related to the groundwater seepage emanating along the existing cut slope at the western end of Lot No. 2. Because our explorations were performed during an extended period of moderately wet weather, these observed groundwater conditions may closely represent the yearly average levels; somewhat higher levels probably occur during the winter and early spring months, while slightly lower levels may occur during the summer and early fall months. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. 4.4 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the on -site soil conditions to correspond to -seismic soil profile type SE, as defined by Table 16 -J of the 1997 Uniform Building Code. This soil profile type is characterized by soft soils with an average blowcount less than 15 within the upper 100 feet bgs. Current (1996) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that a peak bedrock site acceleration coefficient of about 0.30 is appropriate for an earthquake having a 10- percent probability of exceedance in 50 years AIA International Development LSI ADAPT Project No. WAOI. 6267 -0 May 25, 2001 Page 5 M vR: AFlMt #'! b'M't:/: "Y.C�!ror. n.*F n'.^aNT nryN'•h• ta+ Mn« yr. rviinrnav .tMav� u�Nr..rnn N iwc.x�trir.h'YYfil+9•'•:`�4K "�i z Z tr � �U UO CO )o CO LLI J = F— CO L w LL ¢ CI) = z F-- O w ~ w Dp U O- 13 !_ wW �- O Z w CO P H O Z LSI ADAP (corresponding to a return interval of 475 years). According to Figure 16 -2 of the 1997 Uniform Building Code, the site lies within seismic risk zone 3. 4.5 Environmentallv Critical Area Conditions The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Z Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 ; w percent (Class 2 and Class 3 Area). Specifically, the topographic survey for the site indicates that Lot No. 2 2 and the eastern margin of Lots No. 1 and 149 slopes at an inclination 2H:1 V (25 percent) downward 00 towards the north - northeast, while the uphill area within the western portion of Lots No. 1 and 149 (above CO 0 co W the level bench area) is inclined at approximately 4H:1 V downward towards the northeast. The W recommendations and conclusions of this geotechnical engineering report address the concerns related to N p w the steep slope designation, in general accordance with the Sensitive Areas Overlay of the City of Tukwila building code. 'Provided that the recommendations of this report are implemented, the project is U_ q considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent = d properties. Z = H F— O 5.0 CONCLUSIONS AND RECOMMENDATIONS UJ UJ Development plans call for the construction of new residential houses at the site. Based on our findings v p and the results of our analyses, the project is considered feasible from a geotechnical standpoint, provided CO o that the recommendations of this report are implemented. The following text sections of this report IUJ W present our specific geotechnical conclusions and recommendations concerning site preparation, spread (=— footings, slab -on grade floors, backfilled walls, drainage systems, and structural fill. WSDOT Standard LL O Z Specifications and Standard Plans cited herein refer to WSDOT, publications M41- 10;2000 Standard U Specifications for Road, Bridge, and Municipal Construction, and M21 -01, 2000 Standard Plans for 0 Road, Bridge, and Municipal Construction, respectively. Z 5.1 Site Preparation Preparation of the project site should involve temporary drainage, clearing, stripping, cutting, filling, excavations, dewatering, and subgrade compaction. The paragraphs below discuss our geotechnical comments and recommendations concerning site preparation. Temporary Drainage We recommend intercepting and diverting any potential sources of surface or near - surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 6 LSI ADAPT Clearing and Stripping After surface and near - surface water sources have been controlled, the construction areas should be cleared and stripped of all trees, bushes, sod, topsoil, debris, asphalt, and concrete. Our explorations indicate that an average thickness of about 6 to 12 inches of forest duff, sod, duff, and topsoil will be encountered across the site, but significant variations could exist, especially where tree root balls are encountered. Furthermore, it should be realized that if the stripping operation proceeds during wet weather, a generally greater stripping depth might be necessary to remove disturbed, surficial, moisture- sensitive soils; therefore, stripping is best performed during a period of dry weather. Demolition: As a part of the initial site preparation, any existing structures present within the construction areas should be demolished. Any associated underground structural elements or utilities, such as old footings, stemwalls, and drainpipes, should be exhumed as part of this demolition operation. Excavations Sitd excavations ranging up to about 20 feet deep will be required to accommodate the proposed house garage and basement levels. Based on our explorations, we anticipate that these excavations will encounter medium stiff, sandy silts and loose to medium dense, silty sands, underlain by stiff to very stiff clayey silts and silts within the anticipated excavation. Some perched groundwater seepage zones may be encountered where isolated sand lenses are encountered within the silty soils. These soils can likely ' be cut with conventional earth working equipment such as small dozers and trackhoes. Temporary Cut Slopes All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the various soil layers that will likely be encountered in the excavation, we tentatively recommend the follovying maximum cut slope inclinations: Soil Type Maximum Inclination Loose to medium dense Sand 1' /zH: l V Medium dense Silty Sand 1H:1V Medium stiff Sandy /Clayey Silt 1H:1V If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed 1 Y2H:1 V. However, appropriate inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the contractor to ensure that the excavation is properly sloped or braced for worker protection, in accordance with OSHA guidelines. In addition to proper sloping, the excavation cuts should be draped with plastic sheeting for the duration of the excavation to minimize surface erosion and ravelling. Dewaterint? Our site surface and subsurface exploration reveled the presence of perched groundwater conditions within Lots No. 1 and 2. The proposed site excavations might encounter perched groundwater seepage, depending on the actual excavation depth and time of year. If groundwater is encountered, we AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 7 n�K.�y >.nonw�.�aW-0tr I Z �Z w ..i U UO NO CO) Ui J = U) L w a� LL C0 0 �w Z ZO w U� ON o�_ wW LL O w Z U= O Z LSI ADAPT anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater the excavation. Subgrade Compaction Exposed subgrades for footings, floors, pavements, and other structures should be compacted to a firm, unyielding state, if warranted by soil moisture conditions. Any localized zones of loose granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Permanent Slopes All permanent cut slopes and fill slopes should be adequately inclined and revegetated to minimize long -term ravelling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2.5H:1 V) would further reduce long -tern! erosion and facilitate revegetation. It should be noted that the existing cut slope at the western end of Lot No. 2 appeared to be oversteepened and may need to be regraded to a more stable configuration, following installation of a subsurface trench drain system as described in the Drainage Systems section of this report. Alternatively, a concrete or segmental retaining wall may be constructed,. if required due to spacial constraints. ADAPT is' available to assist with additional geotechnical design criteria, should this become necessary. Slope Protection We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, if slopes are too steep for vegetation to take hold, permanent slopes could be armored with quarry spalls or a f geosynthetic erosion mat. 5_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed houses if the subgrades are properly prepared. We offer the following comments and recommendations for purposes of footing design and construction. Footing Depths and Widths For frost and erosion protection, the bottoms of all exterior footings should penetrate at least 18 inches below lowest adjacent outside grades, whereas the bottoms of interior footings need penetrate only 12 inches below the surrounding slab surface level. All footings should bear within the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. Continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively, to act as a true footing element providing the specified bearing capacity. Footing Surcharge Considerations: The current plan calls for basement retaining walls supported on spread footing elements. Some of these may be in close proximity of the adjacent structure north of Lot No. 2. Generally, we recommend that the base of an upper footing be placed below a 1H:1V plane extending upwards from the heel of any lower footing, in order to reduce the risk for surcharging the AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 8 4 I � z Z �w Q 2 JU U Cl) 0 CO J = S2 LL wO 7 Ua = F w Z HO Z w U� O- 0 F— wW �z ui U CO O Z LSI ADAPT backfilled footing stem walls or footing- supported retaining wall. Surcharge loads resulting from walls located closer than this may be evaluated by using elastic methods. ADAPT is available to assist with additional geotechnical design criteria, should this become necessary. Bearing Sub grades The native, medium dense sands /silty sands or medium stiff sandy /clayey silts underlying the proposed house locations appear well- suited for supporting the proposed shallow spread footing system. Before concrete is placed, any localized zones of loose soils encountered in the footing subgrades should be compacted to a firm, unyielding condition. Subs;rade Verification All footing subgrades should consist of fine, unyielding, dense, undisturbed, native soils. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by an ADAPT representative before any concrete is placed. Bearing Capacities Based on the bearing subgrade conditions described above, we recommend that all footings be. designed for the following allowable bearing capacities for static and seismic loadings: Design Parameter Static Bearing Capacity Seismic Bearing Capacity Allowable Value 2,000 psf 2,660 psf Footing Settlements We estimate that total post - construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1. inch. Differential settlements could approach one -half of the actual total settlement between adjacent foundation elements. Footing and Stemwall Backfill To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non - organic on -site soils can be used for this purpose, contingent on a suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D- 1557). Lateral Resistance Footings and stemwalls that have been properly backfilled as described above will resist lateral movements by means of passive earth pressure and base friction. Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination. For site - specific design purposes, we are providing recommended allowable passive pressure values for level and 211:1 V foreslopes. The level foreslope condition may be assumed if the ground surface is level within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 9 •+OM1!M.4wv .H`.rv� 'tRWIX.! VY.at4+.4.wtw•:w.Nf.t !.�M'r+M�.+NG' `,x 0..07CJi':'f'�A'S'LIlKxVCnv rYY tH.AWMM'FWW. �M'. I� Z Z �W UO CO) CO) LLI J = r` CO L WO UQ CO = �W z I— O w ~ W U� ON 0 F_ WW -O •Z W U= O Z LSI ADAPT Allowable Design Values Design Parameter Static Passive Pressure Seismic Passive Pressure Base Friction Coefficient Level Foreslope 250 pcf 330 pcf 0.30 (2H:1V) Foreslope 125 pcf 160 pcf 0.30 5.3 Slab -on -Grade Floors In our opinion, soil- supported slab -on -grade floors can be used for the proposed house if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Capillary Break To retard the upward wicking of groundwater beneath the floor slab, we recommend that-a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch- thick layer of pea gravel or other clean, uniform, well- rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9- 03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. Vapor Barrier We recommend that a layer of plastic sheeting (such as Crosstuff, Visqueen or Moistop) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections Soil- supported slab -on -grade floors can deflect downward when vertical loads are applied, due to elastic compression of the subgrade. In our a subgrade reaction modulus of 100 pounds per cubic inch (pci) can be used to estimate such deflections. Subgrade Verification All slab -on -grade floors should bear on firm, unyielding native soils or on suitable structural fill soils. We recommend that the conditions of all subgrades and overlying layers be verified by an ADAPT representative before any concrete is placed. 5 Backfilled Walls In our opinion, backfilled concrete retaining walls can be used around the below -grade portions and to support interior shear walls of the houses. Our wall design recommendations and comments are presented below. Footing Depths For frost and erosion protection, all perimeter and basement retaining wall footings should penetrate at least 18 inches below the lowest adjacent ground surface, whereas the bottoms of AIA International Development May 25, 2001 LSI ADAPT Project No. WA01. 6267 -0 . Page 10 z �Z '~ w JU U UU J = 1-- N u. w 0 L¢ N� =d �w Z = f- E- O z l— w U� ON D I-- wW �- O z U= O z LSI ADAPT interior wall footings need only penetrate 12 inches below the surrounding slab surface level. All footings should bear within the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. Curtain Drains To preclude hydrostatic pressure development behind the perimeter retaining walls, we recommend that a curtain drain be placed behind the entire wall along the perimeter of the houses. This curtain drain should consist of pea gravel, washed rock, or some other clean, uniform, well- rounded gravel, extending outward a minimum of 2 feet from the wall and extending from the footing drain upward to within about 12 inches of the ground surface. We also recommend that a 4 -inch- diameter perforated drain pipe be installed behind the heel of the wall, as described for Perimeter Drains in the Drainage Systems section of this report. Backfill Soil The on -site granular soils could be used as backfill placed behind the curtain drain, if they are near the optimum moisture content. Alternatively, the wall backfill would consist of clean, free - draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard Specification 9- 03.12(2). Backfill Compaction Because soil compactors may induce significant lateral pressures on retaining walls, we recommend that only small, hand- operated compaction equipment be used within 3 feet of a completed wall. Also, all backfill should be compacted to approximately 90 percent of the maximum dry density (based on ASTM:D- 1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post - construction settlements. Grading and Capping To retard the infiltration of surface water into the backfill soils, the backfill surface of exterior walls should be adequately sloped to drain away from the wall. We also recommend that the backfill surface directly behind the wall be capped with asphalt, concrete, or 12 inches of low - permeability (silty) soils. Applied Loads Overturning and sliding loads applied to retaining walls can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. We offer the following specific values for design purposes. • Static Pressures Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non - yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The criteria for yielding walls may be applied where the top of the wall is allowed to translate or rotate a distance equal to 0.001 to 0.002 times the wall height. These pressures act over the entire back of the wall and vary with the backslope inclination. For various backslope angles, we recommend using the following active and at -rest pressures (given as equivalent fluid unit weights): AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page I 1 z }�— Z �w UO N CO Ili W = CO W w 95 w Q = �w z I-- O z l— w W U� CO 0 1-- wW �- O z W U= O z LSI ADAPT Backslope Active At -Rest Angle Pressure Pressure Level t 35 pcf 55 pcf 4H:1 V 44 pcf 62 pcf i 2H:1 V 53 pcf 75 pcf • Surcharge Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for any surcharge loadings from traffic, construction equipment, material stockpiles, or structures. We have assumed that the retaining walls supporting the proposed basement and perimeter walls will be placed far enough apart so as not to exert surcharge pressure on the lower walls. This requires that the base of an upper wall t a footing is placed below a 1H:1V plane .extending upwards from the heel of any lower 4 wall. • Seismic Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for seismic loadings. These pressures act over the entire back of the wall and vary with the backslope inclination, the seismic acceleration, and the wall height. Based on a design acceleration coefficient of 0.25 to 0.30 and a wall height of j "H" feet, we recommend that these seismic loadings be modeled as the following uniform horizontal pressures for various backslope angles: Backslope Active At -Rest i Angle Pressure Pressure Level 4H psf 12H psf 3H:1 V 6H psf 18H psf 4H:1 V 8H psf 24H psf • Hydrostatic Pressures If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall. If an adequate drainage and discharge system is installed behind the retaining wall, we do not expect that hydrostatic pressures will develop. Resistin Forces Static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures are resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination, whereas the base friction and bearing capacity act along the bottom of the footings. For site - specific design purposes, we are providing recommended allowable passive pressure values for level foreslopes. The level foreslope condition may be assumed if AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 12 ti Z Cr_w JU U Cl) U to LLJ LLI CO W w O tL Q N d =w �_ ?P F- 0 w �5 U ON o t_ wW LL0 ui CO O Z __. LSI ADAPT the ground surface is level within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: Allowable Design Values Design Parameter Static Passive Pressure Seismic Passive Pressure Base Friction Coefficient Static Bearing Capacity Seismic Bearing Capacity 250 pcf 125 pcf 330 pcf 160 pcf 0.30 0.30 2,000 2,000 2,660 2,660 5.5 Drainaee Systems In our opinion, the houses should be provided with permanent drainage systems to minimize the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains We recommend that the houses be encircled with a perimeter drain system to collect seepage water. This drain should consist of a perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should tie wrapped with filter fabric to reduce the migration of fines from the surrounding soils. The drain invert should be installed no more than 8 inches above or below the base of the perimeter footings. All perimeter drains should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flow. Runoff Water Roof-runoff and surface - runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tight line pipes and be routed away from the house to a storm drain or other appropriate location. Grading and Capping Final site grades should slope downward away from the house so that runoff water will flow by gravity to suitable collection points, rather than ponding near the house. Ideally, the area surrounding the house would be capped with concrete, asphalt, or low - permeability (silty) soils to reduce surface -water infiltration. Subsurface Trench Drain Groundwater seepage was observed to be emanating along the apparent cut face in the western end of Lot No. 2. We recommend that this seepage be controlled prior to site development by constructing a permanent subsurface trench drain system at the base of the slope, directly connected via tightline to a municipal storm drain, sewer system, or other suitable location by gravity AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 13 Level Foreslope (2H:1V) Foreslope Z Z U Na W 2 CO U_ WO UQ N � = �W Z = I— O Z I_ UJ5 0 O. O� o �- W W �O Z to O F" Z ` LSI ADAPT flow. This subsurface trench drain should consist of a main drain line parallel to the base of the slope, connected to "finger drains" excavated perpendicular to and into the slope face. The purpose of the finger drains would be to draw down the perched groundwater seepage from the slope face and divert it into the main trench drain system, to minimize slope surface erosion due to soiVgroundwater piping. The main trench drain and the finger drains should consist of a 4 -inch diameter, perforated PVC pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe and upwards to within 12 inches of the ground surface. The gravel drain rock should be wrapped with filter fabric (same as footing drains) to reduce the migration of fines from the surrounding soils. The trench drain should be capped with silty on -site soils or topsoil, to minimize infiltration of surface runoff water and reduce the long -term. risk of clogging due to siltation. Clean-outs should be provided at both ends of the perforated drain pipe. 5.6 Structural Fill The term "structural fill" refers to any placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other such features. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials Typical structural fill materials include clean sand, granulithic gravel, pea gravel, washed rock, crushed rock, quarry spalls, controlled - density fill (CDF), lean-mix concrete, well - graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit- run "), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individualparticles greater than about 6 inches in diameter. a Fill Placement Generally, pea gravel, washed rock, quarry spalls, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, clean sand, granulithic gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. 4 J On -Site Soils Because relatively large cuts are planned for the project, we expect that large quantities of on -site soils will be generated during earthwork activities. We anticipate that fill will be needed to backfill footings and retaining walls at the site. Given that the site soils are predominantly fine- grained and, as such highly moisture- sensitive, we recommend that the construction planning includes a contingency for importing "clean ", granular fill, in the event that adequate soil aeration is not feasible within the construction time -frame due to unfavorable site conditions. As such, we offer the following evaluation of these on -site soils in relation to potential use as structural fill. AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 14 ".+e� %, Dina., x i? : (iii�::�u- .: =.:1:...,�wi�4n1G 1.4w •ayLt3u.i� ".w:w,us:ks,:eiau . S+*s. &. u;.�disdttit ..:,#�t�` • a#� z Z �w V J U U0 U J F WU_ w J U. co =w Z� f- O Z F_ w U O- 0 F_ WW HH li. O iii Z U= O Z t LSI ADAPT • Surficial Organic Soils The sod, duff, topsoil, and organic -rich soils mantling most of the site are not suitable for use as structural fill under any circumstances, due to their high organic content. Consequently, these materials can be used only for non - structural purposes, such as in landscaping areas. • Silty Sand / Sandy Silt The silty sand or sandy silt units underlying the Surficial organic and fill soils appeared to be above their optimum moisture condition. We anticipate that these sandy soils may be reworked and recompacted, given favorable weather conditions when they can be aerated to reduce their moisture content. However, these soils would be difficult to reuse during wet weather, due to their moderately high silt content. • Silt / ClaM Silt The silt and clayey silt units underlying the surficial organic 'soils do not appear to be suitable for reuse as structural fill at their present moisture contents. However, these soils may become suitable for reuse during a period of dry weather if they can be aerated to reduce their moisture content. It should be noted that these fine - grained soils are extremely moisture- sensitive and are not likely to be suitable for use as structural fill during wet site conditions. Compaction Criteria Using the Modified Proctor test (ASTM:D -1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: Minimum Fill Applicati Footing subgrade or bearing pad Footing and retaining wall backfill Slab -on -grade floor subgrade and subbase Roadway embankment (upper 2 feet) Roadway embankment (below 2 feet) Concrete sidewalk subgrade Compaction- 90 percent 90 percent 90 percent 95 percent 90 percent 90 percent It should be noted that the City of Seattle compaction standard for construction work within right -of -way areas requires 95 percent density, based on the Standard Proctor test (ASTM:D -698). This requirement is generally equivalent to about 90 percent compaction using the more stringent Modified Proctor criteria (ASTM:D- 1557). Subgrade Verification and Compaction Testing Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by an ADAPT representative before filling or construction begins. Also, fill soil compaction should be verified by means of in -place r AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 15 -.. '.,. i::: o . : :..-;. y �. ; �:..: r�:;: r., �.,,:.. r, t..: �: z..: a. v. dn:; it. J;: w, c+w; •.. ...�: ... �..�:wr:s:�.W�i usrtuwa6ct4vr.a:rs. '.uS, 'j{tr,� elavm' �rr z �w 00 NO CO W J H CO U. W J U? =w F- _ F- O LU Z H W U� O� OH wW li. O . Z w U= O z LSI ADAPT density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet - weather site work, we recommend using 'clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. CDF Strength Considerations CDF is normally specified in terms of its compressive strength, which typically ranges from 50 to 200 psi. CDF having a strength of 50 psi (7200 psf) provides adequate support for most structural applications and can be readily excavated with hand shovels. A strength of 100 (14,400 psf) provides additional support for special applications but greatly increases the difficulty of hand - excavation. In general, CDF having a strength greater than about 100 psi requires power equipment to excavate and, as such, should not be used where future hand - excavation might be needed. 6.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that ADAPT be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required by City of Tukwila); • Attend a pre - construction conference with the design team and contractor to discuss important geotechnically related construction issues; • Observe all exposed subgrades after completion of stripping and overexcavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade compaction methods; • Monitor the placement of all structural fill and test the compaction of structural fill soils to verify their conformance with the construction specifications; AIA International Development LSI ADAPT Project No. WA01- 6267.0 May 25, 2001 Page 16 Z �Z '~ w JU UO cf) CO W J = H CO U_ w LLQ = �w Z I— I— O Z 1— LU U O co o� w LL O .Z U= O Z 7, i :. i� �.t + u a.x R , Y W. .ab h�td40K f7rS:St� :r�.�� ye uxw2:tiM'dww7' _ 4 1Nnw�b .. �4a i:aa6n,�cLrJCZ f as sus LSI ADAPT • Check all completed -subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; • Observe the installation of all perimeter drains, wall drains, and capillary break layers to verify their conformance with the construction plans; • Prepare a post - construction letter summarizing all field observations, inspections, and test results (if required by City of Tukwila). Upon request, we could submit a proposal for providing some or all of these construction monitoring, inspection, and testing services. Such a proposal is best prepared after the project plans and specifications have been approved for construction. 7.0 CLOSURE The conclusions and recommendations' presented in this report are based, in part, on the explorations that we „performed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, LSI ADAPT " 4 /_1 1 4� Rolf B. yllse , P.E. Senior Geotechnical Engineer K. P. Eft g' mor Geotechnical Engineer Senior Reviewer AIA Intemational Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 17 Z W J UO C0 w J= t-- N LL W O. LL Q N � 2 W Z F— F- O Z �-- W5 U� O N o I— W W U O w Z CO O Z EXPIRES 61510.1 � W C11 d owe 0 cm O O N CJl CJ1 I N L 1, 2 'l' Start Date Completion Date - 05(09/01 Logged By: R.B.H. ..,i..,.i. <..��: s�.a♦..� V was. 7 LSI ADAPT ,BORING /MONITORING WELL LOG 800 Ma W „,' South, 8 TEL: 208.654.7045 FAX: 206.654.7048 PROJECT Heliwig's Addition Lots 1,2& 149 Job Number : WA01- 6267 -0 Boring No.: B -1 .LOCATION : 13821 Macadam Road South Monitori Well N O.: Tukwila Washington 98168 9 (around Swfaoe Elevation : 137 Casing Elevation: WA Elevation Reference: City of Tukwila a 01 of 1 SOIL DESCRIPTION Stiff to very stiff, moist, blue -gray, clayey SILT /SILT with some clay Becoming very stiff ' S-1 S-2 S3 S-4 4 7 10 s 6 7 5 9 12 6 8 12 AS -BUILT WELL DESIGN►* 5 10 15 Boring terminated at 14.0 feet. No groundwater seepage observed. NOTE: Surface soils were observed to be saturated from surface seepage. 20 25 i- 30 - E I LEGEND I 24nch O. D. Sp*Spoon Soros Srnpw not PAw wed suft Weise Lml a fb N Type of AW"cel Tn*v ftkm -d Grab Shn M*sk DATE _ (% ttrw pnnn) T 3114 - krh O.D. Drms lk Moon Soros bUtlo W�Nr lMl xx f Grab Soros NR No Y 200 Wad1 Shelby Tubs SanpM Perched � ATD At Tkm of among `'d (% Ikw dawn) z Z �W QQ JU UO rn o CO) LLI J = H S2 U. WO LL Q Cl �W z f-- ►•- O W W U� O- C3 F•-. WW �U LL LLi z U N O z LSI ADAPT s.. BORING /MONITORING WELL LOG B00 e�`dW�hn� fS;'e 403 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Hellwig's Addition Lots 1,2& 149 Job Number : WAO1- 6267 -0 Boring No.: B -2 LOCATION : 13821 Macadam Road South Monitoring Well No.: Tukwila Washington 98168 9 Ground Surface Elevation : 159 Casing Elevation: WA Elevation Reference: City of Tukwila a g e ' 01 of 1 0 SOIL DESCRIPTION Forest duff, sod and topsoil - Medium stiff, moist to wet, tan -gray with rusty mottling, sandy SILT with thin sand lenses _ Medium stiff, moist to wet, blue -gray and tannish gray with rusty and dark brown spots, intermixed sandy SILT and fine SAND with scattered fine rootlets (Disturbed ?) . Medium stiff, moist, gray with some rust spots, fine sandy SILT with some clay Medium stiff, moist to wet, blue -gray, clayey SILT with occasional thin, fine sand lenses — -- - - - - -- -------- - - - - -- Medium dense, saturated, blue- gray,,fine to medium SAND S-1 8-2 s-3 s4 S-5 3 3 4 4 3 4 4 3 4 3 3 4 4 5 c ; AS -BUILT WELL DESIGN IAMRA MMI 5 - 10- 15 Boring terminated at 14.0 feet. Groundwater observed at 12.5 feet. NOTE: SPT sample from 12.5 to 14.0 feet contained indications of saturated sand lens, however, no recovery due to missing catcher in sampling tube. Cuttings sample (S -5) collected from auger lead section after withdrawal. 20 25 30 i I LEGEND _ _ r 2*roh O. D. 6011-Fipoon Sample X Bamplr nd Raoovarrd D � Stoic Water LsrN V DrlNnp ® Type of AnayUcal TagfrV Parfwrrrd � �(% hrn ahowra 31/4. luh O.D. Dann & Moore Soros Sta4C wo r lwal NR No Rroovary Grab Sample (Sol grolrp) DATE Shelby Tube Soros Padrd Orourrdwaur AM At Thr d DMV (% &W atra►^) e z Z' JU UO (1)O CO LLI W = r`- CO) L WO 9Ei LLQ 3: �_ W z H H O w �5 U� O N D F— WW 111 z U= O z Start Date: 05/09/01 Completion Data : 05/09/01 Logged By R.B.N. LSI ADAPT `BORING /MONITORING WELL LOG 800 Maynard TEL 206.&%.7M FAX: 206.654.7048 PROJECT Hellwigs Addition Lots 1 , 2 & 149 Job Number : WA01- 6267 -0 Boring No.: B -3 LOCATION : 13821 Macadam Road South Monitori Well N O.: . Tukwila Washington 98168 9 (around Surface Elevation: 149 Casing Elevation: NIA Elevation Reference: City of Tukwila Page: 01 of 1 0 SOIL DESCRIPTION Medium dense, moist, tannish gray with some rusty mottling, gravelly, silty SAND Medium stiff, moist to wet, tannish gray with rusty mottling, fine sandy SILT --------------------------------- Medium stiff, moist to wet, tan -gray with some rusty mottling, clayey SILT Loose, moist to wet, tan -gray with some rusty mottling, fine SAND --------------------------- - - - - -- Loose to medium dense, wet to saturated, gray, silty, fine SAND Stiff, moist, blue -gray, clay S-1 S-2 s-3 S4 5 5 7 3 3 4 3 3 4 4 5 4 Q AS -BUILT WELL DESIGN - T" 5 10 15 20 Boring terminated at 19.0 feet. No groundwater seepage observed. 25 30 LEGEND 2*ich 0. D. 60"poon Harp+. SK00 M Rroomw _Z st tlo Ww" Lrm at omwg ® Typr d An*ftw T-*Q Prtlnnrd ® ciwtt life Attrlydt TE >a 3 114 • Mich O.D. Dom A Alo" 6anpM 9T stwc WAYS LVM NR No Ro wnry Grob samPM (Sam a+r.+ct) DATE Tube � Wash S m.r awn) MbTube tianpfr � Prrd�rd �"�� ATO At Tknr d W" 3 Stan uate : 05/09/01 compieuon uate : =uaiui t.Vuuuu or . n.LJ.n. :.4«.s.:.�:n:rw.v.cr,.i. r.X.� z Z � �0 00 N CO Lu J = H CO LL w LL Q <n D = �w �O z�_ Uj U� CO o �- wW L O iii z CO O z r+ L a. ADaP July 2, 2001 LSI ADAPT Project No. WA01- 6267 -0 AIA International Development 306 North I' Avenue Kent, Washington 98032" Attention: Mr. Saraj Khan Subject: Geotechnical Supplement No. I — On -Site Storm Water Infiltration Hellwig's Addition Lots No. 1, 2 & 149 13821 Macadam Road Tukwila, Washington Dear Saraj: CITY OF TUfKWILA PERMIT C ,,VMq As requested, LSI ADAPT, Inc. (ADAPT) are pleased to submit this letter addressing the suitability of on -site storm water infiltration on the project site referenced above. The additional engineering review and letter was requested by Mr. Mohammad Saleem on June 22, 2001. This letter supplements the conclusions and recommendations presented in our Geotechnical Engineering Report for the subject project dated May 25, 2001. We understand that the City of Tukwila requires on -site infiltration of storm water if favorable site soil infiltration conditions exist at the site. The borings advanced as a part of our geotechnical study revealed the site soil conditions to generally consist of surficial, medium stiff sandy silts and silty fine sands overlying stiff to very stiff silt and clayey silt. Based on the observed soil conditions and generally accepted infiltration characteristics of fine - ; ,rained soils (sandy silts, clayey silts, etc), it is our opinion that the site surface and subsurface conditions are not favorable for the use of on -site infiltration systems, primarily for the following reasons: • Based on the soil classification performed as a part of our geotechnical report, the fine - grained site soils would be classified as Hydrologic Soil Type C or D (Silt Loam or Clay Loam, based on the USDA Soil Texture Class). These soil types are typically associated with infiltration rates of 60 mirdinch, or less. Such low infiltration rates are generally not considered favorable for infiltration systems. 800 Maynard Avenue South LSI ADAPT, Inc. Tel (206) - 654 -7045 Suite 403 Fax (206) 654 -7048 Seattle, Washington 98134 www.adaptangr.com z Z w UO 0 J S2 U_ w O 9 _ LL a = F w z F H O z H w U ON o F_ W �O .z w U= O z w LS1 ADAPT • The proposed building sites are located near the top of existing steep slopes (Class 2 and Class 3 Areas). Soil infiltration systems are generally avoided close to the top of slopes to minimize the risk of adversely affecting the stability of the slope area. In fact, we typically recommend to minimize surface infiltration into the subsoils near the top of slopes by channelling surface water flow and providing good surface drainage. We appreciate the opportunity to be of continued service on this project. Should you have any questions concerning this letter, or if we can assist you further, please contact us at 206- 654 -7045. Respectfully submitted, LSI ADAPT, Inc. Rolf B. Ayllseth, P.E. Senior Geotechnical Engineer Distribution: AIA International Development (1) Attn: Mr. Saraj Khan Mohammad Saleem (2) Z �z JU U O O N CO CO Ui LL. WO 2� U - to � To I ..- w Z F- O Z I-- w U� O - � H W W' U W U z 'EXPIRES 6/5/0 AIA Intematlonal Development July 2, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 2 {i 11, A2B 5TRUC1 .!RAL ENGINEERING FILE Jesse L. Binford, PE 21322 47TH Ave E. permit Nn' 5panaway, Wa. 98387 253.846.2005 PI 1 + STRUCTURAL G" '. ULA 770NS FOR ( 6w4) L 0 7 r '' GSI OILS. '7e L PROJECT NAME Khan Residence Lot 2 Two Story Plus Basement !: LOCATION Tukwila, Washington CLIENT Ronhovde Architects DATE 1- Oct -04 PROJECT No. 04^-06 JVRISDICIION City ofTukwila CODES 2003 1 B VERTICAL LOADS Snow 25 psf LATERAL LOADS Wind 85 mph -3 second gust B Exp Seismic 47.480. Latitude Affect D - 122.280 Longitude C "Y OF TUKWIU SOIL DATA a C T Q 2 004 REPORT No. N/A by Assu med as Allowed by Code ' � R . r , C , r ,� Soil Bearing 2000 psf EFP, Unrestrained 50 psf Unrestrained & Drained 35 psf Restrained 80 psf Restrained & Drained 55 psf CORRECTION LTR# _L.— i D04 -255 + Z W W� UO y0 CO) LU J = H NW W } �J IL Q Nd = W H Z 1— I— O W ~ W U0 O � 0 1— W W, H �. L L Z W 01 O Z 2� F: A213 Structural Engineering Date 10/01704 — Jesse L Birnford, PE Pro ect Name ^- Khan Re!;�rjence Lot 2 Two Story Plus Basement P N — 04-06 LOAD COMPITA TIONS V, 6 ROOF LOADS DEAD Shingles Asphalt 2.5 psf Sheeting 7/16" orb 2 psf Joists — P E Trusses 3 psf Ceiling — 5/8" gwb 2.5 psf Mech /Elect Wood Siding 1 psf Misc/lnsul'n 7/16" osb 1 vsf Total 12 vs SNOW No Reduction or Slope 25 psf TOTAL ROOF LOADS Dead + Snow 37 ps FLOOR LOADS DEAD Flooring — 3.5 ps Sheeting •-- 3/4" T$G 3 psf Joists — - 11 -7/8" TJ 10 16 " o/c 2 psf Ceiling --• 5/8" GWB 2.5 psf Mech /Elect 2 psf Misc/Insul'n 2 p5f Tots/ 15 vs z '~ w f QQ r 2 JU u CO 0 w= H S2 U- W LLQ co) = C! �W Z P z O. Uj5 U �. ON WW LL O. W Z 0H z LIVE Category Residential 40 ps TOTAL FLOOR LOADS Dead + Live (Typ) 55 ps WALL LOADS DEAD Fa4a4e ^- Wood Siding 3 psf 5heeting - 7/16" osb 2 psf EXTERIOR Studs — 2x6 2 psf Finish ^- 5/8" gwb 2.5 psf Mech /Elect 1.5 psf Misc/lnsul'n 1 psf Total 12 psf z '~ w f QQ r 2 JU u CO 0 w= H S2 U- W LLQ co) = C! �W Z P z O. Uj5 U �. ON WW LL O. W Z 0H z LOCATION 47.48 Lat. - 122.28 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10%PE in 50 yr 2 %PE in 50 yr PGA 33.14 65.32 0.2 sec SA 72.88 146.90 1.0 sec SA 24.03 50.51 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PROJECT INFO: Hom Pan SEISNUC HAZARD: Hazard by LwUn. 2002 � [S Z Z U O' co o CO) J CO) LL w 2 9 U. Q U)_ _ d Z 1— O Z 1-. U O; O N O I- w W. 4=- U — O: w Z O Z http: / /egint .cr.usgs.gov /eq /cgi- bin/find -U- 2002- interp.cgi 10/1/2004 r A28 Structural Engineering --- Jesse L Binforc}, PE Project Na Khan Residence Lot 2 Two Story Plus Basement 1. BEARING WALL SYSTEMSe K. Light frame walls with shear panels-wood strudural panels/sheet steel. panels Ct = 0.020 for all other structures h„ = ft, height above base to highest level of building C 0.02 building period coefficient Ta = 0.269 sec TQlr = sec Cu - 1.2 T= 0.269 Sec 0 story drift determination k = 1.000 vertical distribution exponent < Equation No - 04 -06 �/s TABLE 1617.6 R =, Wo = 3.0 q = 4.00 I = 1.00 Ss = <g), Fig 1615(1) - max earthquake ground motion ofO.2 sec spectral response acce %ration, site c /ass B S, C q), Fig 16MW - max earthqua ground motion off. 0 sec spectra /response acceleration, site class B Fa = 1.00 Table 1615. 1.1(1) S s = 1.469 (Eq 16-16) 5 = 0.979 (Eq 16 -18) Fv = 1.50 Tab /e 1615.1.1(1) SMt = 0.758 (Eq 0 -0 5rn = 0.505 (Eq 16 -19) C = 0.1507 (Equation 16-35) Cs = 0.2888 (Equation 16 -36) 0.1507 V = Cs' W = 0.1507' W Cs = 0.0431 (Equation 16-37) SEISMIC DE51GN CATEGORY = D C = N/A (Equation 16-38) 0.0000 ASP = 0.1O76W Cs - 0.1507 Contro lling Seismic Response Coefficient Design Response Spectrum (Figure 1615.1.4) 1.1 - S = 0.979 0 .9 5DI - 0.505 s 0 0.7 �o -2 0.4 0.3 w, ....- ..._...... d 0.2 0.1 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 To - 0.103 Period T Ts - 0.51 Z }- Z �W QQ G J U U 0 N co w W = l- N LL W } O J LL N = W H Z �.. t- O. W ~ W U� 0- WW U O W Z U =. O Z SEISMIC DE51GN CATEGORY PER TABLE51616.3(1) &(2) System Ilmitatlons & Building Height Limitations D Based on short period (5ps) 65 feet, per Table 1617.6 D Bases} on 1 -sec period (5 C = 0.1507 (Equation 16-35) Cs = 0.2888 (Equation 16 -36) 0.1507 V = Cs' W = 0.1507' W Cs = 0.0431 (Equation 16-37) SEISMIC DE51GN CATEGORY = D C = N/A (Equation 16-38) 0.0000 ASP = 0.1O76W Cs - 0.1507 Contro lling Seismic Response Coefficient Design Response Spectrum (Figure 1615.1.4) 1.1 - S = 0.979 0 .9 5DI - 0.505 s 0 0.7 �o -2 0.4 0.3 w, ....- ..._...... d 0.2 0.1 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 To - 0.103 Period T Ts - 0.51 Z }- Z �W QQ G J U U 0 N co w W = l- N LL W } O J LL N = W H Z �.. t- O. W ~ W U� 0- WW U O W Z U =. O Z r Le s _ pLe- V m ►OC Laq ) (q.)_ 76.3 �z9 �t 9 o'M �4. Varz 450C)CIO z ll Ul� - t � IL� L2 ,)( wL- Z +zco 2, z 2 \4 z q (am) W " z 9 -&`Zj)z 1 1q, 1 4 ?2 - z 23 �Z .Ipsi, I AW Wn .0 Uh le $ e� tc v/ Z z �W a � JU UO 0 w= CO U. W O. L cl)a = W Z� �O W �- U� O -. � I- Ww LL O. 111 Z: U CO OH Z rt = .ui t • v , om neea na exaeea u.ra v fbi dist per formula (30 -15) for diaphragm portion: 0.4 *SDS*IE 0.28 0,2 *SDS*IE 0.14 R diaphragm calculation w/ R = zero UseASOFactor? Y (yorN) z iH W U °. W= J Ir- NLL WO U. Q N� = �W 1-- O z l- W W 5 v O N ° F- W W �U LL O t) I Z U= O Z VERTICAL DISTRIBUTION OF FORCE - PRIMARY SYSTEM A2B Structural Engineering number of sbories , Date 04/1 ^- Jesse L Blnford, PE Project Na Khan Residence Lot 2 Two Story Plus Basement level Pro ect No 0406 2003 IBC BASE SHEAR DETERMINATION Wi *hi H M ER SDS 0.979 ft l SDI 0.505 IE 1.00 1d ps) QdW R ................ TABLE 1617.6 6.5 R Omega .........TABLE 1617.6 3 Omega 0.000 Period T (seconds) 0.269 T 0.00 Seismic Design Group D 10 x redundancy factor 1 rho 0.000 n ASD Factor 1.4 Ab (ft ^2) 1;021 ground floor area Ind 0.00 9 projections 0 0.000 ULT E = dWEh 0.151 ( note, for working stress desing, this value needs to be divided by IA tA*zlly) 0 .� ASD E = 0.108 OVERIDE VALUE for talcs below 0.00 8 rt = .ui t • v , om neea na exaeea u.ra v fbi dist per formula (30 -15) for diaphragm portion: 0.4 *SDS*IE 0.28 0,2 *SDS*IE 0.14 R diaphragm calculation w/ R = zero UseASOFactor? Y (yorN) z iH W U °. W= J Ir- NLL WO U. Q N� = �W 1-- O z l- W W 5 v O N ° F- W W �U LL O t) I Z U= O Z VERTICAL DISTRIBUTION OF FORCE - PRIMARY SYSTEM DIAPHRAGMS number of sbories , level hi Wi. Wi *hi H M ER H ft Id Id 1d ps) QdW Id 11 0 0.000 0.00 0 0.00 0.00 10 0 0.000 0.00 0 0.00 0.00 9 0 0.000 0.00 0 0.00 0.00 8 0 0.000 0.00 0 0.0 0.00 7 0 0.000 0.00 0 0.0 0.00 6 0 0.000 0.00 0 0.0 0.00 5 0 0.0 0 0.181 0.00 0 0.0 0.00 4 0 0.0 0 0.181 0.00 0 0.0 0.00 3 32 23.4 749 0.181 4.23 23.4 4.2 4.23 2 24 30.5 731 0.181 5.51 53.862 9.7 5.51 1 15 30.5 458 0.181 5.51 84.362 15.3 5.51 W = 84.362 1937.388 0.904 15.25 V = 0.10761904761! 9.1 Ft = 0 V-R 9.1 rt = .ui t • v , om neea na exaeea u.ra v fbi dist per formula (30 -15) for diaphragm portion: 0.4 *SDS*IE 0.28 0,2 *SDS*IE 0.14 R diaphragm calculation w/ R = zero UseASOFactor? Y (yorN) z iH W U °. W= J Ir- NLL WO U. Q N� = �W 1-- O z l- W W 5 v O N ° F- W W �U LL O t) I Z U= O Z 215 Structural Engtneertng -- )esse L Binford, PE rolect Name Khan Residence Lot 2 Two Plus Basement Project. No -- 04 Trib 00 13 Hw /Lw 0.62 0.33 N/A N/A - - Hw /Lw Back 1.60 2,115 13.50 8.00 - - 98 8 784 1,584 C800) A N/A Trib Cft) 13 Hw /Lw 0.59 1.00 N/A N/A 938 C154) N/A Le 103 2,115 4.00 9.00 4.00 - 124 8 992 286 706 A 51 Trib (ft) 20.5 Hw /Lw 2.00 0.89 2.00 N/A 643 349 51 Rtg t 0.35 2,115 6.50 5.00 4.00 - 136 8 1,088 587 502 A 51 Trib (ft) 20.5 Hw /Lw 1.23 1.60 2.00 N/A 286 802 51 Trib (ft) 20.5 Rig t Trib (ft) 20.5 4,869 4.00 4.00 Hw /Lw 2.00 2.00 4,869 6.50 5.00 Hw /Lw 1.23 1.60 i.00 4.00 37-5 2.67 2.00 1 4 Y, 3.75 - 319 2.13 N/A 340 8 �, �If; S - 3 1 10 2 8 1,077 4" B 52 654 3, I u B 52 Trib (ft) 13 Hw /Lw 0.37 N/A N/A N/A Back 4,869 7.00 28.00 - - 139 15 3,912 Conc N/A Trib (ft) 13 Hw /Lw 2.14 0.54 N/A N/A - Le 341 4,869 26.00 - - - 47 9 1,463 - Conc N/A Trib Cft) 20.5 Hw /Lw 0.35 N/A N/A N/A - Rig 4,869 5.00 5.00 - . - 487 15 11)(4w Zjq(OZ- 593 f 0 43 Trib (ft) 20.5 Hw /Lw 3.00 3.00 N/A N/A 731 - E C� �i .�i •. -r }� lam: i�`' t... NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Trib (ft) 13 Hw /Lw 1.78 0.94 2.91 2.91 383 1,705 912 C H1 Back 4,869 24.00 - - - 203 8 2,506 3,251 (745) A N/A Trib 01) 13 Hw /Lw 0.33 N / A N/A N/A - - 'el�f �ls� — f _ I - _ z i) 2� t 01 1(© ��j azolt 2 • < l�6 gt,3 a � 77P ?I Lit. r h o Ip- 2� gA34y�3d¢5" y �c F l ow- i T lorq F . (10 5A)(6') -rqp51✓ IA - 7o^ ;gy S A 1L - 13- (1057.C)(�) .1 z �w U O: CO 0 . co uj J H N U- w� 2� U-Q = w z 1- Wo w U O - 0 1- = W L ..z w to o� z In Zx,Z ,tit ve .x"62 k> Aj z 0 _0 m z rn_= m - o n c C m m o� =z M -+ c� D r _ �m = m rnCD N nr„ C Z z n too CYM cc �� -,P Ott )(017 1 i ob(h 2 r. 10 cw� A2B Structural Engineering Jme.1- Binford, PE 21322 47th Ave f Spanaway, WA. 98387 Title: Dsgnr: Description Scope: Job # Date: 1:071 3 OCT 04 L , ' U % ., ' K ' W%U W.r5.1.3. 22- J�.19", General Timber Beam Description 3rd Floor Beam Below SW Page 1 c:\a2b structural engineering \04.06 khan resi General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name U10 Dead Load Center Span Beam Width 3.500 in Left Cantilever Beam Depth 9.250 in Right Cantilever Member Type Sawn Douglas Fir - Larch, No.2 ...Location 2.500 ft Fb Base Allow Load Dur. Factor 1.333 FvAllow Beam End Fbdty Pin -Pin Fc Allow Right Cantilever... 1.82 k E 5.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 875.0 psi 190.0 psi 625.0 psi 1,600.0 ksi Full Length Uniform Loads Center DL 117.00#111 LL 130.00 #111 Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs Lim Load 2,976.0 Ibs ibs Ibs Ibs Ibs Ibs Ibs ...distance 1.000 It 0.000 ft 0.000 ft 0.000 it 0.000 ft 0.000 ft 0.000ft I Summary Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max ilk Left Support Maus.@ Right Support C 2.87 k ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1 : 1 2.9 k -ft 5.8 k ft at 1.000 It at 5.000 it Maximum Shear * 1.5 Allowable Shear. @ Left Max. M allow 5.82 Reactions... Po 691.18 psi fv 138.92 psi Left DL Fb 1,399.65 psi Fv 253.27 psi Right DL Deflections Right Camber. @ Left Center Right 0.29 k Max 0.29 k Max Beam Design OK 4.5 k 8.2 k 3.00 k 1.21 k 0.000 In 0.007 in 0.000 in 3.00 k 1.21 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.030 in Deflection 0.000 in 0.000 In ...Location 2.500 ft 2.280 ft ...Length/Defl 0.0 0.0 LengthlDeft 13,469.3 1,981.89 Right Cantilever... 1.82 k Area Required 17.758 In2 7.1.82-in2 Deflection 0.000 in 0.000 In 253.27 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 3.00 k Bearing Length Req'd 1.371 in Max. Right Reaction 1.21 k Bending Analysis 0.554 In Ck 30.037 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 0.000 z '~ w U Co Q NW J H N u_ W O UQ = i.. W Z H i- O Z I- VO O N WW H -O iii U) U= O z Max Moment Sxx Red Alb rable Center 2.87 k -ft 24.65 in3 1,399.65 psi C Left Support 0.00 k -ft 0.00 in3 1,399.65 psi Right Support 0.00 k -ft 0.00 in3 1,399.65 psi Shear Analysis @ Left Support Right Support Design Shear 4.50 k 1.82 k Area Required 17.758 In2 7.1.82-in2 Fv: Allowable 253.27 psi 253.27 psi Bearing @ Supports Max. Left Reaction 3.00 k Bearing Length Req'd 1.371 in Max. Right Reaction 1.21 k Bearing Length Req'd 0.554 In z '~ w U Co Q NW J H N u_ W O UQ = i.. W Z H i- O Z I- VO O N WW H -O iii U) U= O z Jesse..L. BlMord, PE ` 2132247th. Ave .E. Spanaway, WA. 98387 5.1,3, 22 -Axi -I 99, VAM Description y Dsgnr. Description Scope: Cantilevered Retaining Wall Design, Criteria. - 35.0 Retained Heigh = 15.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Sal Density = 110.00 pef Wind on Stem = 0.0 psf Surcharge Loads Design Summary ' Total Searing Load = 14,458 Ibs ...resultant 800- = 7.66 in W_ (b M 5rt5 Soil Data Allow Soil Bearing = 2,500.0 psf EquivaWit Fluid Pressure Method Heel Active Pressure - 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore Footing Thickness - for passive pressure = 0.00 in Surcharge Over Heel = 70.0 psf Used To Resist Sliding & Overtuming Date: 1:271 3 OCT 04 Page 1 Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width 3.00ft Heel Width• 6.00 Total Footing Width Reber Spacing Footing Thickness - 18.00 In Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm = 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning $Tiding Caics Slab Resists Ali Stem Construction Top Stem Design height Stem OK It = 0.00 Wall Material Above "Ht" = Concrete Thickness = 12.00 Reber Size = # 8 Reber Spacing - 8.00 Rebar Placed at = Edge Soil Pressure @ Toe = 2,290 psf OK Soil Pressure @ Heel = 923 psf OK Allowable = 2,500 ps f Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,911 psf ACI Factored @ Heel = 1,174 psf Footing Shear 0 Toe = 23.4 psi OK Footing Shear @ Heal 44.2 psi OK AHawabie = 85.0 psi Wall Stability Ratios - Overturning = 2.91 OK Sliding = 1.06 Rata < 1. $Tiding Caics Slab Resists Ali Sliding I Lateral Sliding Force = 5,131.9 Ibs Deeigrl Data Results fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable = Show ...Actual psi = Shear..... Allowable psi = 51 Bar Develop ABOVE Ht. in = Bar LWH6& BELOW Ht. in Wall Weight - Rebar Depth ' in = Masonry Data 45,324 ft-# Fm psi= Fs psi = Solid Grouting 0.873 7,261.7 37,728.4 43,202.3 63.7 85.0 46.80 14.30 145.0 9.50 Footing Design Results Special Inspection = Modular Ratio'n' - TO Heel Term Factor - Factored Pressure = 2,911 1,174 psf Equiv. Solid Thick. _ Mu': Upward = 12,232 18,692 ft-# Masonry Block Type = Normal Weight Mu': Downward = 2,111 45,324 ft-# Concrete Data Mu: Design = 10,121 26,632 ft-* fe psi= 2,500.0 Actual 1 -Way Shear = 23.37 44.23 psi Fy psi = 60,000.0 Allow 1 -Way Shear Toe Reinforcing = 85.06 = # 6 @ 16.00 in 85.00 psi Other Acceptable Sizes & Spacin Toe: #4@ 11.50 in, #5@ 18.00 in, #6@ 25.50 in, #7@ 34.50 in, #8@ 45.50 in, #9@ 4 Heel Reinforcing = # 8 @ 16.00 in Heel: #4Q 4.50 in, #5(416.75 in, #6@ 9.50 in, #7@ 13.00 in, #8@ 17.00 in, #9@ 21.5 Key Reinforcing = None Spec'd Key: No key defined Z �Z f]QQC � JU UO UD Ca LU J = H S2 LL W } O } J U. Q �d = W H Z 1 I- O W H �O U O- OH W W H L 11 Z 1 U F- 0 A2B Structural Engineering ;., Title: ,--� Job g !ft" 4. Bitlf6fd, PE n . . Date: 1:27FM, 3 Oct 64 l'f 21322 47th Ave E Spana"y, WA. 98387 Scope t R.r eloxs Ufir MN-0d0124J Ya6.IA2 JwIM,� Cantilevered Retaining Wail Design Page 2 (c 62- ENEedw Description Summary of overturning A Resisting Forces & Moments Force Distance Moment Force .:RES D tf�i .....OVERTURtWNO »... Distannce ce Moment tfisae Ihs R ft4 be A ft4 Meet ACUVe tressure = 5,131.9 5.70 29,235.9 Toe Active Pressure = 0.83 $urch8 (NW Tod Adjacent Footing Load = Added Lateral Load Load 0 Stem Above Sal = SeismicLoad = Total = 5,131.9 O.T.M. = 29,235.9 RadstlnglOverturning Ratio = 2.91 Vertical Loads used for Soil Pressure = 14,457.8 bs Vertical cornponent of active pressure used for sail pressure Soil Over Heel 8,250.0 6.50 53,625.0 Sloped SON Over Heel = Surcharp Over hleei 350.0 5.80 2,275.0 Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over toe = 330.0. 1.50 495.0 Surcharge Over Toe = Stem Weights) 2,175.0 3.50 7,612.5 Earth.C.Stem Transltlonst = Footing Weigh = 2,025.0 4.50 9,112.4 Key Weigh Vert. Component 1,327.9 9.00 14,950.7 Total ■ 14,457.8 • Ibe RA.m 85,070.6 z w ar � 3 UO N� J = H N LL W O 2 9J LL. _: = Cy: �W z �O z H 2 j: U O: O— o t_ WW H .LL_ O, UCo H= O z Pas StrtuchM Engineering 'rise L. Binford, PE 21322 47th Ave E Sponaway, WA. 98387 5.1.3, 22•Axi -1999, WhM Description ,..� Title: : Scops: Cantilevered Retaining Wall Design, Criteria Retained Height 9.00 ft Wall height above soil = 0.00 ft Slope Behind wall = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 paf Surcharge Loads Design Summary Total Bearing Load = 5,146 lbs ...resultant ecc. = 10.11 in ""'/K *6 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 It FootingIlSoil Friction = 0.300 Sal height to ignore Ste 0 for passive pressure = 0.00 in Surcharge Over Heel 7 70.0 Psf Used To Resist Sliding & Overturning Stem Construction T Top S Ste 0 Design height f ft = S 0 Wall Material Above "Ht" = = C Conc Thickness = = 8 8 Rebar Size = = # # Rebar Spacing = = Reber Placed at = = E E Design Data fb/FB + falFa = = o o Total Force @ Section t tbs = 2 2,7 Moment ...Actual f ft�= 8 8,7 Moment.... Allowable = = 1 10, Shear.... Actual p psi= .Shear .... All Allowable P PSI = 51 Bar Develop ABOVE Ht. i in = 2 2 3 Bar Lap/Hook BELOW HL in = Wall Weight = = Rebar Depth ' i in = Masonry Data I'm P PSI = Fs p psi = Solid Grouting = = Special Inspection = = Modular Ration' _ _ Short Term Factor Sal Pressure @ Toe = 2,438 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,090 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.5 psi OK Footing Shear @ Heel• = 32.3 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.04 OK Sliding = 1.14 Ratio < 1. Sliding Cales Slab Resists All Sliding I Lateral Sliding Force = 1,972.7 Ibs Footing Design Results Toe 1 FachxW Pressure = 3,090 0 We: upward = 1,423 2,035 ft Mu': Downward = 182 9,149 ft Mu: Design = 1,241 7,114 ft Actual 1 -Way Shear = 7.49 32.35 p 00.0 000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 8 @ 16.00 in Heel: #4Q 9.50 in, #5@ 14.75 in, #6@ 21.00 In, #7@ 28.50 in, #8@ 37.50 In, #90 47 Key Reinforcing = None Spec'd Key: No key defined 0 ,. ;i.+ ., .Ls�_,�.+.R :,. +Atayw.:;. :�.^..�R ,r.�nr..i.y t..v,.. na.:t :•r.�...u..ra.... A:w . 1w�.' K, vqY. hiu .faia:.it,IACU�.r:iw.a.:.�Y .:w:�..i+••ti•sti!•iAr��4nw Job X115 Date: 1:31 PM, 3 OCT 04 `a Page 1 F otin og Strengths $ Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 1.00 ft Heel Width = 3.50 Total Footing Width = _ Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 3.00 In Btm: 3.00 In Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning tern 00 ate 00 5 9.00 dge 827 50.5 62.7 601.6 37.0 85.0 .40 8.54 96.7 6.19 Z Z �~ w 0 to 0 CO) III J 3: CO LL WO J LL Cl) t _. Z �. ZO U� OCj) D F- WW HF- - O ..Z U =. O Z Footing Design Results Toe 1 FachxW Pressure = 3,090 0 We: upward = 1,423 2,035 ft Mu': Downward = 182 9,149 ft Mu: Design = 1,241 7,114 ft Actual 1 -Way Shear = 7.49 32.35 p 00.0 000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 8 @ 16.00 in Heel: #4Q 9.50 in, #5@ 14.75 in, #6@ 21.00 In, #7@ 28.50 in, #8@ 37.50 In, #90 47 Key Reinforcing = None Spec'd Key: No key defined 0 ,. ;i.+ ., .Ls�_,�.+.R :,. +Atayw.:;. :�.^..�R ,r.�nr..i.y t..v,.. na.:t :•r.�...u..ra.... A:w . 1w�.' K, vqY. hiu .faia:.it,IACU�.r:iw.a.:.�Y .:w:�..i+••ti•sti!•iAr��4nw Job X115 Date: 1:31 PM, 3 OCT 04 `a Page 1 F otin og Strengths $ Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 1.00 ft Heel Width = 3.50 Total Footing Width = _ Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 3.00 In Btm: 3.00 In Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning tern 00 ate 00 5 9.00 dge 827 50.5 62.7 601.6 37.0 85.0 .40 8.54 96.7 6.19 Z Z �~ w 0 to 0 CO) III J 3: CO LL WO J LL Cl) t _. Z �. ZO U� OCj) D F- WW HF- - O ..Z U =. O Z 00.0 000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 8 @ 16.00 in Heel: #4Q 9.50 in, #5@ 14.75 in, #6@ 21.00 In, #7@ 28.50 in, #8@ 37.50 In, #90 47 Key Reinforcing = None Spec'd Key: No key defined 0 ,. ;i.+ ., .Ls�_,�.+.R :,. +Atayw.:;. :�.^..�R ,r.�nr..i.y t..v,.. na.:t :•r.�...u..ra.... A:w . 1w�.' K, vqY. hiu .faia:.it,IACU�.r:iw.a.:.�Y .:w:�..i+••ti•sti!•iAr��4nw Job X115 Date: 1:31 PM, 3 OCT 04 `a Page 1 F otin og Strengths $ Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 1.00 ft Heel Width = 3.50 Total Footing Width = _ Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 3.00 In Btm: 3.00 In Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning tern 00 ate 00 5 9.00 dge 827 50.5 62.7 601.6 37.0 85.0 .40 8.54 96.7 6.19 Z Z �~ w 0 to 0 CO) III J 3: CO LL WO J LL Cl) t _. Z �. ZO U� OCj) D F- WW HF- - O ..Z U =. O Z 827 50.5 62.7 601.6 37.0 85.0 .40 8.54 96.7 6.19 Z Z �~ w 0 to 0 CO) III J 3: CO LL WO J LL Cl) t _. Z �. ZO U� OCj) D F- WW HF- - O ..Z U =. O Z AAo auvawrar engmeenng ,...� J t " 4. 61tit M, PE ' 31322 47th Ave E Sponsway, WA. 88387 Title: r-. .lob 0 15/1 Nor Date: 1:28PM ' 3 MY 64 Description: Scope: Unr °; Vab.1.3, U-Jur .IM. WhV Cantilevered Retaining Wall Design Pegs 2 (c)19eM ENERC�ALC a \a2b structural enQineerina \0406 khan reset Description Summary of & Resisting Forces & Moments 011E Dssta� NO.... Moment ...RESiSa � . Force Force .Moment Horn bs ft ft4 on A ft4 Heel Active Pressure = 1,972.7 3.52 6,947.0 Soil Over Heel = 2,805.0 3.08 8,648.8 Toe Active Pressure = 0.67 Sloped Sal Over Had = Aurcivow 0%* 706 � SurCh� brier H�ei 136.3 3.� 61 11,5 Adjacent Fooling Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load a Stem Above Soil Soil Over Toe 11110.0 0.60 55 0 SeismicLoad _ Surcharge Over Toe = Stem Weight(s) = 870.0 1.33 1,160.0 Total = 1,972.7 O.T.M. = 6,947.0 Earth @ Stem Transitions = ResfstinglOveftming Ratio = 2.04 Footing Weight 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 5,1461 bs a Key Wed Vert. Component = 487.7 4,50 2,1 Vertical component of active pressure used for soil pressure Total w 5,146.1 be R.M.n 14,188.8 r+ z Q 2Z J_ I w o U CO) o W= J H, N W w O: 9 _ LL ?, N 3: i ~_ Z� 0 I-- W !O Co C) W W F- U: �O Z CO) O z i I y� s 1 .1 } . ,c#4w des , ..lswcc - Lod' X q 1tJ -,e Dv!Y-- 255' % ENT T L PARKING SHOWN ADD 2' T OF TTFOR AN 8_0 ' BE OW. I.E..�gOR TO PARK fG �ALU FORA 10 -0' 0 Q GOLD JOINT BAR 'G' #5 ® 12" O.G. ® HT. 'V" PER TABLE — BKEAR CONT. A CENTE HIGH RAILING ABOVE " L PER U.B.G. a .� III = III =I I I =,I d e • SHOOK TO 2 GLR O ToE ' c BO 2" GLROF END OF TOE aL 2" GLR. a u n t.� Nv ° � h1EGH. EQUIP. 2 ' - 0 " v WI D S R D i R P AIN PER ('511 e . BAR 12' MIN. MMI- FOOTIM TG. T QIMEN5ION5 KEY WIOTH = 12 U..0 O 2' ®OO.G. #4 ® 8' O.G. REINFORCEMENT- SCHEDULE: (;STANDARD,) WALL FOOTING QIMEN5ION5 KEY WIOTH = 12 U..0 BAR "D" HEIGHT 51ZE Q 5PAGII FTS. #b ® 16' O.G. DEPTH: BAR '6 HEIGHT TOE STEM HEEL TOTAL T 'D' " H ' 'V" 12' -0' 2' -0" 10' 4' -2' T-O" 12' 12" NA 2 10' -0' 1' -2' 8" 4' -0' b' -0" 12' NA NA NA 8' -0" 10' b" 2'-6' 4' -0" 10' NA NA NA 6' -0" 6' 8" 1' -10" 3' -0' 10' NA NA NA 4 6' 8" 10" 1 2-0 - 1 10 - 1 NA I NA NA VERT. REINF. OOT _ 5TEM BAR "A" I BAR "B" 1 BAR "D" HEIGHT 51ZE Q 5PAGII 6' -0" #b ® 16' O.G. #5 ® Ib" O.G. #5 ® 10" O.G. 4' -0" #5 ® 12' O.G. #4 ® 12" O.G. #4 ® 9" O.G. FULL #5 ® 12" O.G. NA #4 ® Ib' O.G. FULL #4 ® Ib' O.G. NA #4 ®18' O.G. FULL 1 #4 ® 18" O.G. NA #4 ® 18' O.G. (FLIPPED FOOTING) REINFORCEMENT SCHEDULE: STEM VERT. REINF. FOOTING DIMEN51ON5 IKEY WIDTH = 12' U.N.O HEIGHT 51ZE d 5PAGIW b' -0" FTC. #5 ® 12' O.G. DE DEPTIi BAR "C" WALL 'H' 'V' HEIGHT TOE 5TEM HEEL TOTAL T #4 ® I6' O.G. 12' -0' 4' -2" 10' 2'-0 T-O' 12' 1'-b" NA 3' -3" 10' -0' 8' -0' b' -0' 4' -0' 4' -0' 2'-6' 1' -10" 1 10' b" 8" b" 8" 1' -2' 10" b" 6" bb" 4' -0" 3' -0" 2' -0" 12" 10' 10" 10' 12" W NA NA NA NA NA NA 2'-9' 2' -4' NA NA STEM VERT. REINF. FOOTING BAR "A" 113AR 'B' BAR " D " HEIGHT 51ZE d 5PAGIW b' -0" #b ® 12"0.6, #5 ® 12' O.G. #5 0 10" O.G. 4' -0" #5 o 12" O.G. #4 ® 12" O.G. #5 ® 10" O.G. FULL #5 ® 12" O.G. NA #5 ® 14" O.G. FU' L #4 ® I6' O.G. NA #4 a 18" O.G. FU L #4 ® 18" O.G. NA DESIGN PERAMETER5: 501L BEARING PRE55LRE =2000 P5: 5OIL COEFFICIENT OF FRICTION = 0.4 ACTIVE FLUID PRE55M = 35 PC - GOMP. 5TREN5TH OF CONG., F'c = 2.5 K51 PA551VE FLUID PRE55M = 350 PC" 5TEEL YIELD 5TREN5TH = b0 K51 t N C O M P E T E 501E UNIT ��C� /V 125 PC' RETAINING QTR # �� '`�°,� 4�a4 REGISTERED. WALL DETAIL p 9a0 "ARCHITECT � IRw-b - 'tom Tor -Jan Ronhovde rf - PM *t1Ve STATE OF WASHINGTON S -t� -off ' T 77 Z ~ W 0 00 W = 5LL 2 WO J L? N = W F- _ ? 1- O W ~ W U O N 0 t•- WW H U. 111 Z U= O F ` Z Ot fii• J 1908 f0 city of Tukwila Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director 02 -02 -2007 SARAJ KHAN 22025 100 CT SE KENT WA 98031 RE: Permit No. D04 -255 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: Call the City of Tukwila Inspection Request Line at 206431 -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 time for additional periods not exceeding 90 days each. Extension requests must be in writing and Provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/11/2007 , 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, 'fer shall, Permit Technician xc: Permit File No. D04 -255 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 z iz D JU U (00, J = t C0 LL.. WO �Q N� = F. W Z X �- O Z h— LLI5 U� O C �H W U. O. W Z U N' O� Z �11LA, ly '. i C t y © �. fi�� i1a Steven M. Mullet, Maj Q ;`O N' •. Department of Community Development Steve Lancaster, Direci 9 08 07 -03 -2006 SARAJ KHAN 24719 43 AV S KENT WA 98032 RE: Permit No. D04 -255 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. 4 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 i the project should be considered abandoned. 1 E 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 he in )vriting and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. y In the event you do not call for the above inspection and receive an extension prior to 08/27/2006, your permit will become null and j 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, Am 4.JJ 1, n xc: Permit File No. D04 -255 � D UO (n o N LL W O �QQ N Z F- 2 5. U C3. O N � N WW — 0 .. Z U= O ~. Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax 206.4131- vJ ILA 'k. *. =' y Tukwila City of Steven M. Mullet, Mayor Q = ' --� N `••. Department of Community Development Steve Lancaster, Director 1908 07 -05 -2005 SARAJ KHAN 24719 43 AV S KENT WA 98032 RE: Permit No. D04 -255 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: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange 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 j the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -line 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 08/01/2005, 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, Y Brenda Holt, Permit Coordinator xc: Permit File No. D04 -255 Bob Benedicto, Building Official i i 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 • Phone: 206 -431-3670 Fax: 206 - 431 -3665 Z Z' W D. JU UO N �. CO) LL1 J = H W �0.. J U. Q co �. =d W Z E- O Z H W W U 5 O - OH W H C.). O 111 Z. CO) O Z Q �GHA V�� Ao 2 � EN G%N yy � . Dave McPherson City of Tukwila Public Works Department Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 RE: Submittal of Revised Drainage Design Plan The Khan Residences Development Permit Application Nos., D04 -255, D04 -256, and D04 -257 Our Job No. 11217 Dear Dave: RECEIVED C:tTY ()F TUKWII A OCT 2 6 2004 PERMIT CENTER Enclosed are copies of the revised Sheet Nos. C1 and C3 of the Khan 3 -lot development project. These plans have been revised to eliminate the originally designed wet vault for the project. You might remember that you and I discussed the allowance for eliminating the treatment portion of the facility from this project. This project no longer proposes to install more than 5,000 square feet of new impervious surface subject to vehicular use and, therefore, does not require a water quality treatment facility. Therefore, we have provided a slightly revised detention vault that is the same length and width, but without the 4 feet of dead storage. The detention volume calculations have not been modified since the live storage portion of the vault remains the same. Since we have only revised a few pages of the Technical Information Report, we are enclosing only those portions that have changed. Please approve these plans as soon as possible and let me know if you have any further questions. Respectfully, Hal P. Grubb, P.E. Director of Engineering Services HPG /tep /ca 11217c.006.doc enc: 4 Copies of Revised Sheet Nos. C1 and C3 for each permit application 4 Copies of Revised Portions of the Technical Information Report for each permit application cc: Saraj Khan, American Canadian Real Estate, Inc. (w /enc) 3>0(/.62 ss 18215 72ND AVENUE SOUTH KENT, WA 9B032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA www,barghausen.com �UU °1V CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES October 26, 2004 COURIER DELIVERY z tf' W M QQ W JU UO. 0 C0 H Cl) U- w O. u - cd =w r!-- _ �O z i-- UJI5 �p ON of w tL O w U= O z September 21, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Saraj Khan 24719 43 Avenue South Kent, Washington 98032 RE: CORRECTION LETTER #1 Development Permit Application Number(s) D04 -255, D04 -256 and D04 -257 Khan Residence(s) — Lots 1, 2 and 149 Dear Saraj: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Department. At this time, the Planning and Fire Departments have no comments. Building Department: Jim Dunaway, at (206) 431 -3674, if you have any questions regarding the attached memo. Public Works Department: Dave McPherson, at (206) 431 -2448, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation, f each permit listed above, be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throueh the mail or by a messencer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, - 'e--I-e Ce--e� Stefania Spencer Permit Technician encl xc: File No. D04 - 255, D04 - 256 and D04 - 257 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Z � w o � JU 00 (/) J � �u- w Q ND =d F.- w t-- O Z a- w U� O� � H W F- �. �- O w Z U= O I— Z BUILDING DIVISION REVEIW Date: September 04 2004 Project Name: Khan Residence —Lot 1 Macadam Road South Application #: D04- 255 Plan Review: Jim Dunaway, Building Inspector A Building Division plan review has determined that your plans need to be revised. Please address the following comments with applicable revised plans, specifications, and /or other documentation. Please submit revised plans as follows: 1. Your plans reflect both the UBC and IBC. The plans and any associated engineering must correlate specifically to the IRC and or IBC. Please remove all references pertaining to the UBC from the plans and engineering. 2. The structure as designed under the IRC (section R- 301.3) is three stories not two stories plus a basement. Please provide the supporting engineered calculations for lateral and gravity loads and change plans to reflect three stories. 3. Your plan sheet A2.2 references UBC seismic criteria for concrete placement, and instead must meet IRC section R403, D -2 seismic criteria for concrete placement in footings and foundations. Please remove all other A2.2 references to UBC tables. No further comments at this time. z �Z '~ w cf. 2 JU C.) 0. (/) CO J N LL, w O. La �D = d �w z z }... zF_ �5 �o o CO wW L L z U CO) o F; z i 3 s CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: September 9, 2004 PROJECT: Khan — Lot 1 138xx Macadam Rd. South PERMIT NO: D04 -255 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comment. 1. Verify that costs shown on the enclosed Permit Fee Estimate Sheet, include one -third (1/3) of the total cost for all work. Specifically, all Retaining Walls, Driveway Access, and the Private Storm Vault. 2. Your plan shows driveway grades at 20% in some portions. Verify that Fire Department has approved this grade. The City Standard, is that no driveway grade, to be greater than 15 %. z ,. z �U UO CO o: J � co LL w O Ca �w z �O z�_ .2 U 0, O_ o� W W. `L O. — z ui U =: o� z t t City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director �soa Z �z d-- LU July 29, 2004 Q ul D JU UO U) o Mr. Saraj Khan CO) = 24719 43` Avenue South CO LL Kent, Washington 98032 W O RE: Letter of Incomplete Application # 1 - Development Permit Application No. #D04 -255, D04 -256, D04 -257 LL D Khan Residences — Lot 1, 2 and 149 — Macadam Road South = d �.. W Dear Mr. Khan: ? t— O This letter is to inform you that your application(s) received at the City of Tukwila Permit Center on July 20, 2004, Z H- Uj W are determined to be incomplete. Before your application(s) can continue the plan review process the following p items need to be addressed: CO � H Buildine Department: Ken Nelsen, at 206 431 -3677, if you have questions W W' concerning the following: LL O 1. Engineering calculations and plan details are required for all retaining walls over four (4) feet, or il! Z CO supporting a surcharge. U H Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other Z documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician Enclosures File: Permit File No. D04 -255 D04 -256 D04 -257 6300 Southcenter Boulevard, Suite #100 9 Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PLAN RB11 BIV/RD U T1 N G SIJP ACTIVITY NUMBER: D04 -255 PROJECT NAME flan Residence DATE 10/26/04 SITEADDRM 13821 Macadam Rd S— Lot 1 Original Plan Submittal _Response to Incomplete Letter #_ Response to Correction Letter # X Revision # 1 Before`Permit Is Issu( DEPARTMENT& Building Division ❑ Fire Prevention ❑ Planning Division ❑ Public Works Structural ❑ Permit Coordinator h4 A�l 1�!�,� kt"I� b DErE MINATI N OFCOMPLETENESS (Tues., Thurs.) DUEDATE 10/28/04 Complete E Incomplete ❑ Not Applicable ❑ Comments: Fbrmit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAI LE): Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials TUMTHURSROUT G: Please Route Structural Review Required ❑ No further Review Required ❑ REVIBIVMS IN ITIALS DATE APPROVALS O R CO RRBOTI O N R DUE DATE 11/25/04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ N otati on: REVIBIVERS INITIALS DATE lbrmit Center Use Only CORRiC"TION LEITERMAILED: Departments issued corrections Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentstrouting d1p.doc 2 -28-02 z �w �U 00 (/) C0 W J 3: �w w LLQ = �w z ZO W w U� O N o I—. W -O w z U= O z PERMIT COORD COPN PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -255 DATE: 10 -08 -04 PROJECT NAME: KHAN RESIDENCE - LOT 1 SITE ADDRESS: 13821 MACADAM ROAD SOUTH Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # afteribefore permit is iss DEPARTMENTS Buildi4 pp�� AvL �V -zo- oy "Division Public W hkJ S , nn /ate 9!� IA-961 Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS 711rNG: I Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: ❑ No further Review Required DATE: u DUE DATE: 11 -09 -04 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip,doc PERMIT C O O R D COPY 2 -28.02 is DUE DATE: 10 -12 -04 Not Applicable ❑ z J.- z W W 1�1 � JU UO J = H � WO 9_j WQ �d =W F- _ z y... ZO Uj W U ON o E- WW LL •. z W co O z PERMIT COORD CON'S PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -255 DATE: 08 -19 -04 PROJECT NAME: KHAN RESIDENCE - LOT 1 SITE ADDRESS: MACADAM ROAD SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after�before permit is issued DEPARTMENT CM Building isi P q / � "' Fire Prevention ❑ Planning Division 9 Public Works.p 5& q_`1 ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 08 -24 -04 Complete [ 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 R0 TING: Please Route Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS Approved Notation: ❑ Approved with Conditions DATE: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Zfj Departments issued corrections: Bldg Fire ❑ Ping ❑ PW X Staff Initials: SIS DUE DATE: 09 -21 -04 ❑ Not Approved (attach comments) W Documents /routing slip.doc PERMIT C O O R D COPY 2 -28.02 FOR z �Z J0 00 CO Lu J 3: U. w J U. ?. � =w �_ z� �O w ~ w CO U� 0— o H_ wW HP �O z w U= O z PERMIT OOORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -255 DATE: 07 -20 -04 PROJECT NAME: KHAN RESIDENCE - LOT 1 SITE ADDRESS: XXXXX MACADAM ROAD SOUTH X Original Plan Submittal _Response to Incomplete Letter # Response to Correction Letter # Revision # after/ permit is issued DEPARTMEN Q i �,�a 1 -7�-0y ding Division Fil Public Works 1 Fire Prevention Structural ❑ IBC, , ., I..23�s�1 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete ❑ Incomplete [q Comments: DUE DATE: 07 -22 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: -21"' LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg JK Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: x APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp.doc 2 -28.02 PERMIT C O O R D COPY DUE DATE: 08 -19 -04 Not Approved (attach comments) ❑ ❑ No further Review Required DATE: z j- z �w . U UO co LU J = F- �w w u` � =w �o z f-- w W U� o1-- ww .. Z U= O ~. Z City 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 Web site: htW: / /www.ci.tukwila.wa.us RECISION: SUBMITTAL A Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 16 - 26 6 Plan Check/Permit Number: D6 - a SS ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued [ Revision requested by a City Building Inspector or Plans Examiner Project Name: (. �1,g h 9r -C (4p YlCr, Project Address: Contact Person: � 0 , (ter (p Phone Number: Summary of Revision: i Mi r z-'�) 2 - 5 1- 6 1 aa 47 011 VCU- rITY OF: TI IKWII ,1 OCT 2 6 2004 PERMIT CENTER Sheet Number(s): (, I q- C D 6 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: i y b) G 1/D y ❑ Entered in Permits Plus on app icatlonsl orms -app icatlons on lineVrevision submittal Created: 8 -13 -2004 Revised: z Z �w QQ WV UO CO W o J -r CO) I!— t/ IL w0 L¢ = d �W z =. H r-- O w ~ w U0 co 0 I-- wW U- O �z to O z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: htM:11www.ci.tukwi1a.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date /d `"G Plan Check/Permit Number: ❑ Response to Incomplete Letter # nnyRE�eivEo Response to Correction Letter # � r o� ri`kwn A F Revision # after Permit is Issued 0 8 2004 9 Revision requested by a City Building Inspector or Plans Examiner ` ERMtT Project Name: Project Address: Contact Person: `�c� �. -J faces ° ►—Z i - t CC Phone Number: Summary of Revision: r Z L, -- t-r&jZ �L C-- (�� � • ��= = tTIS TuV?.A�, plums wt L rrC- flee, VA ��l-(C -�z SC4 CAS :i Sheet Number(s): "Cloud" or highlight all area of revision i cluding date bf revision Received at the City of Tukwila Permit Center by: S Entered in Permits Plus on /0 - 6 " app ications orms -app ications on ime\revision submittal Created: 8 -13 -2004 Revised: Z �Z �W QQ JU 0 y0 UJI NLL w UQ N� = F - w z ZO LLJ U1 U O� 0 1^ w �O Z W U= O Z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http :1Mvw.ci.tu1wi1a.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6 ( Plan Check/Permit Number: PC I / — 2✓�S ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ' Project Address: /�8 /���j�12 �'ti �2lyl Contact Person: ;!:O4'c%'+/ A-OA14WA019' Phone Number: Summary of Revision: V AC p�M1T q s, IV 1 ��, Sheet Number(s): "Cloud" or highlight all areas of revision: including date of revision Received at the City of Tukwila Permit Center by: C'IG X Entered in Permits Plus on app I ications forms - applications on Imeuevision submittal Created: 8 -13 -2004 Revised: z H ~ w � D UO CJ) LLJ CO LL w 2 QQ LLQ �D = F - w z ZO U� O N. OH wW UO ui z UN HH O z 0 Certificate of Sewer Availability OR 14818 Military Road South P.O. BOA0660 Tukwila, voA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1627 ❑ Certificate of Sewer Non - Availability Part • (To Be b y Applicant) Purpose of Certificate: 0 Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: . ,,, ,Sc,. 4C Phone: 2 y3 6 S' _ 6 `t `i Property Address or Approximate Location: Tax Lot Number: / M [c.c'cirlet P" l'c 2 --600 Legal D Map and Legal Description if necessar necessa ): 1 l Part b'i ' /J�oC.I� � d "� li'C l,l w►y /1'��� Oh 'nD �Jl�.r i • Be Completed by • 1. W a. Sewer Service will be provided by side sewer connection only to an existing _J� size sewer 40 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or C�g E3 (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): FN 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ .fin a. District Connection Charges due prior to connection: GFC: $ Sic 7 SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1 st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ Maybe Required c. Other: Q I 4hereD ertify that the bove sewer agency information is true. This certification shall be valid for one year fate of sig at re. zl� 7 zo!i By Title D to r Z �z �w QQ JU UO CO) CO W J H CO U. w O �Q co o = �w z z� w U� oN o�- wW HP -O w z U� p _ O f- z P& M ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac.. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of ,the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be Q extended by the applicant. The District makes no other representations, express or implied, _� z including without limitation that the applicant will be able to obtain the necessary permits, W 2 approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, D City of SeaTac or any other governmental agency before the applicant can utilize the sewer U o CO service which is the subject of this Certificate. i J 4'...... If the District or the applicant must extend the-District's sewer system to provide N p sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In Q addition, the governmental agency may establish requirements that must be satisfied as a ° w condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. z 5. Application for and possible provision of sewer service to the Property shall be F- Q UJ UJ subject to and conditioned upon availability of sewer service to the Property at the time of such ° application, and compliance with federal, state, local and District laws, ordinances, policies, o co and/or regulations in effect at the time of such application. ° w 1 acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this U U. o Attachment, and fully understand the terms and conditions herein. 6i Z CO Z Applicant's Signature Date 89539001 1270798:0115SY601 LDOC (1/26/04) -1- I a 1 eiN ern✓ of rivKwit,4 - - - Permit Center /Building Division. 206.431.3670 � Community Development Department Public Works Department: Permit Center 6300 5outhcenter Blvd,, Suite 100 206-433-0179 Tukwila, WA 96188 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: 'r r f a . r, -1 t f (�t 4.!! •SLY 1l: fp .� ,f! j � j! iijj ^viKa4r.•.n,''"`I'l�y��:` 1.V : I JW'w'. 4" Site address (attach map and,legal description showing hydrant location and size of main): 31 xK M � .40 (JM XP S �rocg ✓i LI—A- Name: M H*NWP /4 k " -- Name: �/�✓ � .4 (< f*/W Address: -4 o _ �� f��ar�N�9 ► Address: Phone: Phone: This certificate is for the purposes of: 02"Residential Building Permit ❑ Preliminary Plat ❑ Commercial /Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Q Short Subdivision D Other O pti. FD Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is starved by (Water Utility District): Owner /Agent Signature +� 1. The proposed project is within 2. o improvements required. � h, /0 Date (City /County) 3. The Improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet it more room Is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 11 R gpm at 20 psi residual for a duration of 2 hours at a velocity of "7 fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. System is not capable of providing service to this project. I hereby certify that the above information is true and correct. {1 !n Co , �) �+e r t sue, t 2 5 Si. -t.-tJ �c.J.v� — Z -1 --- ay Agency/ one Zp 10 _ 244 2 c? G_ BY Date This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." Z Z oC 2 D 00 U) o J = H W u_ W LLQ (J) :3 �W Z H ZF_ W W U CO 0H W HP 6 0 .Z W CO O� Z I Detach And Display Certificate ' J ` •.i •y ,. � Vii w•. •�j ,j ; ir, _,k;. •'mil .'�•'•7S. • :r' •%�, ;k r. .,.. .,�5. - :;.•l,. :,�,.x.. •r • 2 �W QQ� JU UO (/) CO LU J = F— CO) LL W O 9 U. Q W Z �. H•• O W I-- W U O N. WW L tr W Z N Z . r I I ATIONS NOTE: CUrlfy with ArdIRMt ` ( �~•, 1 - — , all a bbrsvtat lom mot det•aL ; P O J E T INFO / ! COW BETE OR �.� ! �� t Q '• I. ' A9. AWAM BOLT ID. NOVEDWETER , r' GR/117C TAIRS �� I i:; ., 1 OWNER �RMAT IQN INF _ AGT AcO.SMAL C.Mg* TILE IFIr�UL tT15ULATION \`•. I 't t P. ABOVE FIEV FLDOR TNT. aerT�xIOR RETAINING I �` - i I .� ` `ti _ - - . _ t I 1 SERAJ KHAN A66R A66Rr*ATE 360 NORTH I5t AVENUE AL N.IEiWA"t ,WL JMaTpt � — ' � � ` • � �� � �. � • � � •• 1 ALT. ALTtTTItATE jw- JOINT -- _ ''� — — • • KENT, WA q$0 A"I APPROXIMATE .6T. JOIST AWL ARGHITWURAL SITE INFORMATI W. 0DARD KIT. KITUEN i l / EsUc Burma' LAB. LABORATORY 1 n` i ► .� _ ; i �:= j . >� ; ! ` ; I - PARCEL NO.. 322C120 -0010 eLK16. 8LOG1CM6 LAM LAM M71E , `, (. i , ' ,� ; • • ± 1 ' LAV. LAVATORY . c ' I `� �� ., E A DDRESS: :3821 MACADAM ROAD 5. BOT. BOTTOM LT. LI6FtT 1 1 ' ' UK eIL . ` 4 ' <: ; , `-. i I SIT TWILA, WASHINGTON 88188 Suit. BAT trOOFft M S ! c ! ± - ! i I I I ZONING: LDK wt WIN Mys -4 KICK 1 EF6 MEMDRME i ! ♦ ` f ! S ui C14 CONTIWL X. 1 i �� BUILDING SETBACKS (MIN, . mt WP- FMtallFAGTUItER GL6. "Um ! ax& MISCIILA aR NFOUS 1 ` I ,` I _ I FRONT - 20 FEET W cxu cpNGRETE MASOIIaY 00 ILD. Wsomy OPEN W., -,. , •. ; PSMT 1 7.25,-. , , ; [a REAR - 10 FEET W //y � yve MAIN — 1 , ' 51VE - 5 FEET C co" METAL . •ti\ J ` • . CAM. COwA LTE Mme. MJLLIOH \. ••� ff . � f I � ; I l CAMIX coNSTI:uGTroN " l ` ° '�'" ';BUILDING 5L ~ f�3AGk ~- . •� ' e , ; i GONr. GONT,NaOtlS taoT ?IGONIRJIGT �P �0.� I ; ; ! 1 LOT I AREA: a CO) z W Nlt. Ho. wets.INE - SEE , l• 5�I80 SQ.FT. ar. ceRAF�c TILE .' ' BLDG LOT GOVERA6E: 1 ,066 50. FT. (IgA5%) III 066. OE6REE NO T SGIILE PROJECT INF=O - - -. NEW RE51 1PE4E r j l ' , Q ,ca C O Dl:TiuTL. OETAII - i l l l • i Q nD.P. as11>lcll* r- aWAIN Of'. ol+ cExrrR � � � t l ! � ! -, - I w Q aA60FaL OVISIPE DV** Z • • I f , DE TE �, , nIAS�Tez OK OVERHEAD _ _Y. t, 1. y-- v CO N Q S (a m vow oP�. ° — -- —I. . —__. —� :�' _ — _ : J Q GORE 2003 IBG (WASHINGTON cc 111b vovtr~ OPP. OPPIOSrITE — C or+•: oaAw� ' -, STATE AMENDMENTS 1 -I -04) fl= RcT. FRE -CAST 1 F /�•, t T PL- PROPERTY LIFE VA J ILI) I_!. L� l l I l ; : , . l ,; I j ' GONSTRUGTION TYPE V - J N F�taSSTING PI AK PLASTIC LAMNATE �/- --`- l • / ! UJ 0 CL OCCUPANCY R K -3 ""' m EAGN "AS. PLASTER GROUP 8..;. ESA JoaA �� — -- - I FLOOR AREA m E. A EkhRIOR M6bLAT10tt �— —� _ _ — — -- .— — J FtW5N srsTe+ A� , r t _ -�; _ { ti ! f •;� �— -� _ :� _.. , j (IJ pEFINITIOI�U SECOND FLOOR 1,021 5.F. Y E!- ELEV. 19"ATION Q.T. (i#UW TILE l ' i ELM ELECTRICAL l l ' l I t FIRST FLOOR 1.011 5.F. >. 1cLEV. a EvATtoN R R158L '•, , '''-~- t -- ' - -- I r I �QZ.G' BASEMENT 284 S.F. LL !Ti`R B�R6tZIGY RD: ILOiOF DRAIN rcl. ui ra Baft ENCLOSURE Re Rai R To e _ l t l T ) s . . ' HEATED TOTAL 2,322 S.F. cc RBR RFw6ERATOa 1 1 i �. Eaw. EaI11Ptm R EM. REat�oRr,EV •� .. GARAGE 660 5.F. O ..1 zYt EACH HAY fwv. R532,11RED SEPARATE PERM PORCH 32 S.F. e1w. ELEGWX MATER 0400 t RH At AT tir'a �EiTt!►T101+ AND REQUIRED F011b CODE CO �P FOR IAN CE EXT caotim Z s SOUTH Me i ADPRO IFD I S.C. ..c „r FA FIRE ALARM . SOL ®LORE FD FLOOR pit" Scl� EIe�kBI i HEATING TYPE: GAS FIRED FURNACE (OTHER FUELS) FDJC FM oEFIIT C0WOCTM SECT. SwTVk 140`d - 3 2004 FIX FaFRA M sr. SQUARE FOOT 0 PF. FM EXiM61Jt5tER BHT. 4!$T SITE PLAN - LOT 1 Gas 6� III FAN � s w. SF5C# :1CATM 9, I' = IDS -O' city of li kwft City (f UvWla - Fhi,. FIRE HOSE GABIET 5<,t. oR t Sawm III F11I ss. S TAR&E% S Tt�L BUILDING D1V�SIiM nu ILOING DI FL III Lfw STA66 STAE�D R" Ifz ST" . ARCHITECTURAL SYMBOLS ENERGY INFO �x � 1WE' - FFI 150"ATION STL. Sim OWNER/CONTRACTOR COORDINATION NOTES SHEET INDEX III FACE OF BR7GlC 511m. . St%G 9 TtaRAL 1 EATING TYPE : GAS TIE ��� �� SHN.L SERVE AS A 6111t)E TO THE CONTRACTOR TO V13tIFY EACH �� TLGTGRAL - T� ���� ARCHITECTS LLG (4251 656- O III FACE OF GO11I SUM. WOVED CONMT10N EITICR THE PROUXT MWACTU.QER OR SUPPLIER. AND/OR LOCAL .LRK�DIGTIONy FA FULL SIZE — – - _ • _ _ _ _ . - FOR THEIR RMWEM175 PRIOR TO 5til"TTRIG A BID TO TIE O"ER OR pKOCEEDIN6 NTH ~ FT. FOOT OR mr TR TREAC 5EGTIC4 EXTERIOR 15"A1tOt6 THEIR MORK PT6. FOOTINS T N7 lTO�t e a TOP A ea ` GLAZING AREA SG OF FLOOR Ib.g9Tl• GS COMER SWEET SECTION LETTER � ELEVATaON LET1Ett _ TIME ITEMS OIIiIBEV EELOI�i ARE 1`011 1T11Et�ED TD BE AN EXfW15TIVE ANALYSIS, ANALYSIS, OF ALL C NWINR FO- 9616LE AREAS OF CONGA OR COWLVT. MIT RATTER TO SERVE AS A BECi{WW7 POINT AI.1 FLDM PLANS 6A. 6A I I I T T SIFT NIR tBLR r VERTICAL GLAZING U-VALL E . U =O. 4, T lid I�B I WYIN5 CAC MOIFEY OVE14 OOKW AREAS IN of CA045714XTON PROLES. A2.1 FOUNDATION PLAN AND MAI PLANS � OCT 0 8 2004 6A LV 6A At�zEV rw_ THICK IN115VOR B"ATIOrL L REVIEW N.�1N,T=AGTUR R5 PW.AAr.1 LITERATURE AW 601RAL NOTES FOR INSTALL AT10N A2.2 STRIZ71URAL NOTES, TABLES AND SC•IfDULES 6A V TOP OF Q ELEVATION LETTER Wy1Rk;TiOt�Ei UNQE TO THE PIWOJEGT Ca6TfWTION TYPE A3.1 EXTERIOR ELEVATIONS PEIilrlfT CENTER 6z� 604MAL 0011 ACT 01t TY CA TYFIC.AL OVERHEAD AZING U� -VALUE : U =0 -5() 6L. 61AS5 A. WAG EC�JI tM AID p 196 A32 BULDING 5EGTk%6 6R; GRAVE UDX tW:% OT1t�aSE MOTLV s DETAIL — B ALL E)WAlIsT FANS AW GUGTLYfi A4J ARCH�TEGTURAL DETAILS 6YP. 8D. Gypsm BOARD SHEET NRtM DOOR LH -VALUE : U =0 � L_ FREOMAGLE DOW5 (1F- T.V, THPFiONE, .E I LEGT, PLttV6'?%G) ASJ 5TRH1G7i1RA[_ DETAILS - rOUt+bAT10N OTFI VT3t VER V B2F7 V RUT- O!rp'a5s :r:� - - -- 2. GOOMMATE NTH TFE F (Ja'I:W-7IAILITES AND GOP'PLY WITH LOGAL .UZI'.�DiCTIORAL A5.2 STRIXRRAL DETAILS - ,O Lima RFG ? x "a HOSE DIM IIG� F1OLl,A4 GORE �. ��` (D DOLOR TLa`18Eft � E(uPFETiT N1FLHt GEIL:NG R- VALi1E : — R -3b l''fMS. I � AG N NIV�IGAPPED - -- - -- H3 M- EPMOI IFEST IDW. w4tDrow Yehvm .. SLOPED CEILING R - V ALUE : r ! be lit N?! HOl.uon t�ErAZ iic �M SF�T 8 NOW RAIRVYN R -3C1 RE � ELEVATION TA6 G. UtiQE T.V. HrTIUTY o. Pt�hETt!lT1LTiY N AUI T T�(uREl�ENT- EasErsEl�lTS► : � �out aoo� IER CWSET LAYOUT DES�wTION E eLTI!t'i; - - -- — — _ T RA SH SERVICE � � nD approval o f T NR HOW MD IE, vow q V MA40M MLL R -VALUE R -2l F. _ WATER uTE1TY : �� •a�. f+ns w ar:z a ;:: 6 NVAC W UEJ►T NT. rwJ MtHAS At 5a$T N7Ft SFba I t EVATTO!� -- – a 11{ F(XLOKN6, ITD45 9W t If 80DER DE STSTEm Tt•E CONTRACTOR SHALL � AW khJude 2d{. m-,,g. � � r "��� _ y FROME A C04)LETE SYSTEM 1 TO TFE 4%*EIZ AW EULO,I�G T�ARTMENT 1"ETIGIF 5 AR CA7V%TIa** R P- �'���E - FLUOR (OVER WC40hrATI01I SPACE) = R -30 GO!'RIE'SHTH All .1R��D!GTk' A! Rf( Jil�'EIiTS_(� VW 0 ART _ VICINITY WALL EXT B ELON GRADE R -21 8 NVAC S J�51*E HEGT�'.Y.!t 3 ASSOCIATED SYMBOLS COLL*%6W P�RI�L1* __ _._ _ AtR' w.7SY'S" _ T . _� 3 t SLAB ON C D- 51TE I M&ATION SYSTEM 1 2 1 CHAPTER 6 - H3 M%. PRESCRIPTIVE REWREMDiTS N i � ND. DI►TE DE-�.�MPTWN cq� LAY-a AMAL WAG RE JR4 TABLE &-I (OPTION 4 - L*U*tITED &_AZIFJG) Gb1116 T" 2 x 2 GRUE E"TN6 Cowan Lm REV1tm 51 StWACE PlOtN+rO El r".�Tfqxr,,�,E z LEGAL DES R °° - •.G �r= !'�.: E>t WST A>z 11I tf_5!.�h+tT C I PTI ON Of ON 16 o Ba� PRO C ! T i, =c t --�._ d2L1E A-0 cASfstl� A PORTION of THE 1/4, SE 1 /4, I _ ICN 15. a�„pp,oMe QDO�' a ,,, wort PR JECT _ T10 O ccis n�,sr ? x� t�E r � TOi�.�HtP 13. NC3RTH, RANGE 4 EAST, W.M. I NFORMA TION � � .� CHNI iE X ELEVAnONi s� Fuav�,et* li a stl�A NOTES T�CE56 2 x 4 w eATTEI¢r e+ttJOJP IF1u01�5CI FucraI 6tsUR+GSGALE A" O� SLOPE 6vcA:aK QrhA D04 -255 t xt �16NT y 0 W BAC Gr Ne�� JOB . 20020'k SHEET NQ FLua `• FUMJM • SFR20QeQ arc D1V 01tAM Br. KTI y. G RACED BY. TA c s DATE. 7,70/04 r I GUTTER PER RIU1 DOLN5POUT DONN 011NER TO LOYER ROOF 2b GA STEPPED FLASHING AT ALL •DOWNSPOUT PER ROOFMAI_L OYNER (05) r INTER5EGTION5 D5 1 II ,. ' 1 l i • � I l i t � � r- • —_ _ f - •- - - tl 1 1 II i l • i i ;_ � ; 't 1 11 1 '1 1 1 it ' 22 ROOFING PER ; f ATTIC I ' OWNER I ' ' • AGGE55 1 u . + 1 I! �'JV 1 1 r --i --.-•- — ._._._ -_.._ �L_J_.._....__ - - -- -- - ----- - -- - i t L_J I 1 it 11 if IL J L + 1 • I I a '•i r J - t I vs. I. ALL ROOF SLOPES 6:12 "IV IRJLE55 NOTED OTHERWISE 2. ALL ROOF OVERHAN65 AR IS' IRJLE55 NOTED OTIiERV�15E ROOF PLAN SCALE H/4' s 1' -0' — - d,1 n" i OPEN 51DF5 OF STAIR AND I- ANOIN65 511ALL HAVE 6UARDRAIL5 PROVIDE 1 112" VIA. HANDRAIL ® 34' (25) RISERS AT . OPENIN65 IN GUARDRAIL SHALL NOT ALLOW A 4" DIA. 5PHE ABOVE STAIR NO51% ON ONE SIDE 1 -318" EACH TO PA% THROUGH- TOP OF GUARDRAIL MAY 8E 34' ABOVE OF STAIR - TYPICAL (24) TREAD AT !O" STAIR N051NG AT STAIR RUN AND 36" ABOVE STAIR LANDING EACH W/ 3/4" N05lNG 41' , - p . PROVIDE 28' -51/2' I INTERMEDIATE 3' -2 I12" 3' -4' - 6' LANDING AT STAIR -0 RUNS GREATER THAN 12' IN 1_-1• HEIGHT- TYPICAL A DN — - 1A I 6625 5. Igoth 5t. 5ume B- l o5 KENT, WASHINGTON Q8032 (425) 656 -0'500 ■ FAX (425) 6* -0501 rmhovdea^chltects.�com 1 � � P.AIIQ FAMILY / DININ[� � � — McI0' n CONGRETE O LOW WALL „y� 1 u�` ' 2' -10" J ' i �U H3 _ ON j IVI�Nb, o d a) TREAD ® 10' EACH DIRECT -VENT GAS KffGHEN FIREPLACE - IN5TALL PER PROVIDE 1 I/2" DIA. � � RECOMMENDA R HANDRAIL @ 34" ABOVE STAIR N05ING ON ONE I HEARTH AND 5URROUND SIDE OF STAIR - TYPICAL = PER 0K4ER O (3) TREAD ± 1 :t 10" EACH A 3' -b 3/4' 3' -8 314' 13' -5' 3' -1• 2' -1p 3� -I• 6_ 2a'-O' 5P 41'-0" 2 FIRST FLOOR PLAN R F EWEp SCALE 1/4' = I'-O' Cpl€ GOMI�LIANCE 41' -0 2'=-1 8 13' -5` 3' -I• 2 =�� 21 1_ 11 . N OV 404 10!-2 1/2 PROVIDE 1 1/2 D! p' I - HANDRAIL @ 34' ABOVE STAIR NO51NG ON ONE (9) TR EAD ®10" EACH _ I SIDE OF STAIR - TYPICAL I WRAP POSTS MU 5 /8" TYPE 13/8' THIGK, SELF- GL051N6, 1 AND STAII`i._E% STEEL T1G14ITFITTING, SOLID GORE GUARDS TO 12' AF% 3024, WOO DOOR OR LABELED � _ 5ELF- GLO51%. TIGHT- FITTI% I 20 MIN DOOR W SEC 302.4, EX. 3) I I O 1 � I B cr 77 FAMfLY 51MOKE * 1 - - - - -- V HIGH PLATFORM FOR 66 ITT �07o DETECTOR - I 6A5 I J ------ 1 AND GAS WATFR - IN5T PER I V OL T fum 1 1 CODE AND MANFFAG 5 I TED I, s REC'01N1 5NDAU NS I I -- I �- - - - - -i O f i NTH BATTERY GA' BA - � - - - - - -- w@ ------ 15MIG L PROVIDE 5E E TYPICAL °� - 1 �- - - - - - ! STRAP PER GORE -- Q) TREAD @ 10 EACH m sA i i e i I -LINE OF STAIR AH01/E e l l s I 1 +11 _J I ' Um F ARPAS deit o I N • f D5. DS. RUN DoU16PoUT DOWN TO LONER ROOF ATTIC VENTILATION: PROVIDE EAVly MW, ROOF .HACK OR &ABLE VENTS TO PROVIDE %Vff"TION AREA RV& TO OR GREATER THMI V" OF AM AREA TO BE VMW. AT LEAST In OF THIS %"fl I.ATION AREA TO BE WiGA7W iN 7W UPPER PART OF 7W ATTIC. EACH EAVE BLOCK TO HAVE W -2' DUB %RMW HOLES PROVIDING (4) 50. IK OF VENT AREA PER LWAL FT. • TOR -JAN ROM*MX 51AX OF WASHINGTON f- W z U w Z c c o cl) m W. a � m W an m' Z ir Q ~ 2 Y 0 3 w z w cl tl_ � w� w . =j a� LL w J Q9 z. 1>r F) IFECIENIM cmr OCT 0 8 2004 Pmwceam o� 0� 0� 0� 0� 0� 0� 0� 0� sue■ FLOOR PLANS, ROOF PLAN JOB wa 20020k. SeEr to. [We, Kn cffic* a or. 'r p 7/2014% • PAM = r L a SECOND FLOOR PLAN sc-AAE Vr 2 r-a F� 1.021 SF. FIRST 1.011 SF. � r BASEMENT 284 S.F. GARAGE 6b0 SF. POH R'G 32 S.F. TOTAL 3p14 5F. B ASEMENT FLOOR PLAN N • f D5. DS. RUN DoU16PoUT DOWN TO LONER ROOF ATTIC VENTILATION: PROVIDE EAVly MW, ROOF .HACK OR &ABLE VENTS TO PROVIDE %Vff"TION AREA RV& TO OR GREATER THMI V" OF AM AREA TO BE VMW. AT LEAST In OF THIS %"fl I.ATION AREA TO BE WiGA7W iN 7W UPPER PART OF 7W ATTIC. EACH EAVE BLOCK TO HAVE W -2' DUB %RMW HOLES PROVIDING (4) 50. IK OF VENT AREA PER LWAL FT. • TOR -JAN ROM*MX 51AX OF WASHINGTON f- W z U w Z c c o cl) m W. a � m W an m' Z ir Q ~ 2 Y 0 3 w z w cl tl_ � w� w . =j a� LL w J Q9 z. 1>r F) IFECIENIM cmr OCT 0 8 2004 Pmwceam o� 0� 0� 0� 0� 0� 0� 0� 0� sue■ FLOOR PLANS, ROOF PLAN JOB wa 20020k. SeEr to. [We, Kn cffic* a or. 'r p 7/2014% • PAM = r L a SECOND FLOOR PLAN sc-AAE Vr 2 r-a 0 SHEAR MALL DESIGNATION - 5EE SHEET 513 (GR055HATGFUN(7 DENOTES EXTENT)�� HIP TMS I . PAGKA6E HIP TF%5 PAGKAGE I I i I � rt P ROOF FRAMIN %&E 1/4' = 1' e s+ 04A V lAl 5 1 41 14! SECOND NI I AN HIP TRU% PACKAGE - -- �j � t wl 0 �b VAS i 5HADING I DENOTES 2xb 0 24" O.G. OVERFRAMING OMIT OVERHANG Fv, T GIRDER TR16 t 1 � Z c;1 ` I - -y HIP TRUSS 1 PACKAGE I ` I - - �il— - - . I — -- - - - - -- \:I HIP TRU55 PACKAGE NOTES: I. ALL FRAMING TO BE APPROVED PRE- ENGINEERED ROOF TR(5e5E5 AT 24" O.G. ARO) 2. ALL HEADERS TO BE 4x10 OF #2 (UN.OJ 3• & /AS•L K of PW, JVUf*� L L- -J J - °LOO FRAMING PLAN NOTES- WE 7/A5.2 two% S2 l c p" I. ALL FLOOR FRAMING TO BE I! -1/8" TJ 360 s 2. ALL HEA9ER5 TO IBE 4x10 OF $2 (V X0) l� ,yQ e t -t A N � Y ... .. - - - - _ .. __.._ .......... - - - - -= ------- --- ----- - - -- ... - ... - - - ----- I I DE q / a I I � 1 i I I FOR 1/4" PLF SLOPE AWAY FROM BUILDING PROVIDE %EEPER5 { if I ON q -I12" FLOOR JOISTS AT LIVID _.......__- ....---- ......... ROOM AND HALL T11 T157 aj TJI JOIST ,�'Ij' 143 5/t s. l 'Nf L I DBL JOIST ' 1 I N -------- - -.�.— B I I M F . fie / I Pm J015T E I i I � Ito cy lr\ I DBL JOIST LINE OF GANTILEVERED FLOOR ABOVE FIRST FLOOR FRAMING PLAN �w Vonr)41 zs� FOUNDATION PLAN NOTES: I. ALL FLOOR FRAMING TO BE 11 -1 /W TJI 360 IW O.G. (UAD) 2 ALL HEADERS TO BE 4xI0 DF 92 (U.N.OJ : e►&a W42t 6V- WP KNir- SMcOS- VE ! OBE COMP���c NO 8 �ltyf auk: Ulf p1�0 Q l?�TION v�Ta gx(o (mss - .� - - - - - {Z '' xy ' fer- Dn- (nr vkb) P-P). - f "i lyf SZ s s 6625 5. lg0th 5t. Salta 8-105 KENT, WA5HIN(5TON x8032 (425) 656-0500 • FAX (425) 656-0501 rorbavdewK c_hIt5#.c0m TOR ,W1 ROt+1Ft0UDE $0 OF WASHINGTON W W .W V Z a W lm W CO w J ya CL JJ >- a� L a w z 0 +�nrtNy� OCT O g 2084 PERWcmm t0 9 8 7 6 , 5 4 3 2 �. Gor tAN nlv. tro DATE VESMMM t�ns�s Stwr caKnmm FOUNDATION PLAN FLOOR FRAMING PLANS ROOF FRAMING PLAN -m m.9 W020k SHET too OR/�Ml Btir. Cif G1® 8'(s tcTt T.R DATE. 1l�4 • • r 0 STRUCTURAL AND GENERAL NOTES: 1) DESIGN CRITERIA: A) CRITERIA: ALL MATERIALS. WORKMANSHIP, DESIGN AND CONSTRUCTION SWILL CONFORM TO THE DRAWINGS, SPECIFICATIONS AND THE 2000 VVY4Lti BUILDING CODE (Joe-). B) GRAVITY LOADS: SNOLI LOAD 25 PSF FLOOR LIVE C) LATERAL LOADS LOAD 40 PSF WIND. 95 MPH. EXPOSURE B 2) cEOTECH SE ISMIC : : CXt Nl.N SD t*14 - 122• g cn u4b'S p' A) FOUNDATION: FLOOR FRAMING NOTES ROOF FRAMING NOTES 1. ALL HEADERS TO BE A MINIMUM OF 08 02 -HF FOR EXTERIOR AND I. ALL HEADERS TO BE A MINIMUM OF 4X8 0 2 -W FOR EXTERIOR AND INTERIOR UNLESS NOTED OTHERWISE ON THE PLANS. ALL BEAMS. INTERIOR UNLESS NOTED OTHERNISE ON THE PLANS. ALL BEAMS, HEADERS. AND GIRDER TRUSSES (*BEARING WALLS) ARE TO BE HEADER% AND GIRDER TRUSSES (O BEARING WALLS) ARE TO BE SUPPORTED BY (1) 2x6 BEARING STUD & (1) 2X6 JAMB STUD (02- OF) UNLESS NOTED OTHERWISE. SUPPORTED BY (1) 2xb BEARING STUD 4 (1) 2X6 JAMB STUD UNLESS 4344 NOTED OTHERWISE. 2. PLACE PL Y WOOD PERPENDICULAR TO TRUSS�OR JOIST DIRECTION. ION. y s i 2. ALL ROOF FRAMING I5 P.E. TRUSSES AT 24' 9 .0. - SHADING INDICATES OVERFRAMING. %6- S / AS. L 3. A DENOTES THE SHEARWALL (S.W.) CONSTRUCTION PER THE 3. PLACE LONG DIRECTION OF ALL PLYWOOD SHEETS PERPENDICULAR TO TRUSS OR RAFTER DIRECTION. 5f4 8 /AS-2, SHEARWALL COMPONENT TABLE. SHEARWALL CONSTRUCTION SHALL OCCUR FOR THE ENTIRE WALL LINE FOR WHICH IT IS CALLED OUT W AND IS SHOWN HATCHED 177 ON THE PLANS. 4. Q DENOTES THE 5HEARWALL (9.11) CON5TFJ V TION PER THE 5HEARWALL COMPONENT TABLE. SHEARWALL CONSTRUCTION SHALL 4. ALL EXTERIOR WALLS ARE SHEARWALLS OF TYPE QA UNLESS OCCUR FOR THE ENTIRE WALL LINE FOR WHICH IT 15 GALLED OUT CALLED OUT AS OTHERWISE. AND IS 5HOM HATCHED Iz z z z 7A ON THE PLANS. S. TRUSS AND JOIST LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO 5. ALL EXTERIOR WALLS ARE 5HEARWALL5 OF TYPE UNLE% R GRAPHICALLY LOCATE ALL FRAMING MEMBERS EXCEPT WHERE GALLED OUT AS OTHERWISE. CALLED OUT. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING b. TRUSS AND RAFTER LOCATIONS ARE 56HEMATICALLY SHOWN ON THE MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. PLANS, IT 15 NOT THE INTENT OF THE 5TRUGTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS EXCEPT WHERE GALLED 6. TYPICAL FLOOR TRUSSES SHALL BE TJI TRUSSES AS OUT. THE CONTRACTOR 15 RESPONSIBLE FOR SPACING FRAMING MANUFACTURERED BY TRUS JOIST MACMRlIAN. MANUFACTURER MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT SHALL SUBMIT SHOP DRAWINGS OF ALL TRUSS LAYOUTS / DESIGNS FOR SHOP DRAWINGS AND OUANTITY TAKEOFFS. FOR APPROVAL PRIOR TO FABRICATION. TRUSS LAYOUT SHALL BE JJ 11111110 COORDINATED WITH MECHANICAL CONTRACTOR / ARCHITECT FOR 1. SEE THE ROOF PLAN FOR ROOF VENTILATION REGIVIREMENTS ALL MECAHNICAL AND ELECTRICAL PENETRATIONS THROUGH THE AND VENT DETAIL. FLOOR. V. n 7. TYPICALLY PROVIDE BLOCKING (ON EDGE) OR ALIGN JOIST OR TRUSSES BELOW WALLS ABOVE. S1r� 5�4�t 8. ALL ROOF TR055E5 ARE TO TIE ENGINEERED BY OTHERS. ALL HAN6ER5 AND ROOF TR655 OVERFRAMING SHALL BE BY OTHERS. THE O TRLIS MANUF SHALL PROVIDE CONNECTION HARDWARE TO � JW 8 GLUL BEAMS ARE TYPICALLY IuNCAMBEREO ULESS CALLED OUT AS' CARRY THE ROOF DEAD AND LIVE LOAD TO THE LOAD CARRYING R = CAMBER. MEMBER. TYPICAL ROOF TRU% TOP CHORD SHALL BE 2xb. S- WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW q. TYPICALLY ALIGN ROOF TRUSSES AND RAFTER5 OVER /WITH SHEARW04-1-5. WHERE TFM66ES ALIGN OVER SHEARWALLS THE TRUSS K41IFAGTURER SHALL PROVIDE THE TRUSS TO CARRY 250 PLF OR THE TRUSS SHALL BE SHEATHED WITH 1/2' PLYWOOD (BLOCKED) FROM TOP TO BOTTOM CHORD WITH THE FASTENER SPACING FOR THE WALL MICH CITYOF THE TRUSS 15 OVER. WHERE TRUSSES ARE USED AS DRAG STRUTS THE TR MANUFACTURER SHALL PROVED THE WITH THE 10 UT CAPACITY GALLED O ON THE PLANS 5t& I) gi i I� L . , 4 10. GLUAM BEAMS ARE TYPICALLY UNCAMBERED UNLESS GALLED OUT AS FOUNDATION NOTES R= CAMBER. ALL GLU -LAM5 ARE GRADE 24F -V4 a II. PROVIDE SIMPSON H25 HURIGANE ANCHORS, TRUSS / RAFTER TO TOP I. A551 i? SOIL5 PROPERTIES ARE SHOWN BELOW AND MI5T BE VERIFIED BY A PLATE. LlGEN5ED SOILS ENGINEER. .. s 12. P.E. TRU55 MFR TO VERIFY DEFLECTION TOLERANCE BETWEEN A) A58 = ?A150 P5F TRUS5ES AND WINDOW WHERE WINDOWS FRAME DIRECTLY INTO TRU55 8) AT REST EFP = 35 NCI= tp"#~) BOTTOM CHORDS - VERIFY PER WINDOW SUPPLIER G) 5OLK40 G. FRICTION = 0.110 w 1=515 INGLIIDIED D) PASSIVE = 35D PCF 13. ALL 2x . BEAMS /JOISTS ARE 02H.F. 2. TYPICAL DlMtN5ION>5 ARE TO FACE OF WALL OR TO CENTFRLINE OF COLUMN 14. ALL q 9 it (of W"%5 /f tPATxW ALA *?- D• f , OR FOOTI'I'f6. VEIZWY ALL DINER" i AND ELEVATION5 WITH THE ARCMECT. AREAS SHADE ON THE RANI INDICATE FLOOR AREAS 15. ALL EXTERIOR WALLS ARE 2xb 5.9.HF. O Ib' O.G. Vt DF . e- atK4 Nit. ELEVATIONS CIIAN6E. 2 !b. ALL INTERIOR BEARING WALLS ARE • 2,y C? 5.G.H.F. a 1I" O.G. U.N.O. 3. PROVIDE FOOTING SfABSTT2ATE PREPARATION. PER THE SOILS REPORT. A it W*ft AXA) BWWf- h,A%g Nk ZyLl 5 -6•H. F r 2q' LW 4. STEP FOO'I1N65 AS SITE TlON5 FWM;E PER TYPICAL GOWRETE DETAILS. �i 1t) 5•I Pw& ` 5. TYPICAL ISOLATED FOOTIN66 MALL BE C0 6TTiI1CTTD PER DETAIL. DATE REFER TO TABLE FOR REOWD D0431W i / REIWORC81E NT. -r ot (P /As.( b. Exim ALL cmmx6 FOOTh465 AT END mis I •-O' mmmaEowavmHOLDOWN TABLE ALL BEARING WALLS AND SHEARWALLS (TYPICAL). may ANC44OR ANCHOR DRILL BOUNDARY Mpg* FRAMING TYT'E DIAI�TER ENN f ©IA{rETER ELEMENT PlG 1. TYAALLY MATCH FOOTING DONEL5 HIM WALL V0V a.S Ua. % NOTED OTNEM 1 - WA WA WA (2)x6 STUD5 & TABLES 2 M5T60 WA WA WA (2)4x6 STUDS 8. WALL REINFORC13-M SHALL BE 14 AT 1Z +� OL. EACH WAY 1>.tiE56 NIO WA W . WA 4x6 P05T 1 $ �j� DR/Nr1�1lI3Yr KTi cArzKC0II3r T.R _ WA N1/,a X4: lr p S AI A q. PLACE ALL REINFORC.ET� N PER THE TYPICAL DETAILS. K© 1 IS tV�1U- 104ul IN b POST 10 -FLOOR SLABS - 4' GONG. SLAB ON 6RADE OVER 2' yNA%W 5MV (OR : PER ARCH / OMWJ OVER 6 MIL VA4°WOR BARRY OVER b' 104"W 6RAVEL RAP HOL.DOM MAY BE INSTALLED OVER 5HFATHINS OR DIRECTLY YO rEuj4c (TYPI AJ WA' Vff 6xb - W2 9 x Pit 9 O CIEIM- LINE. SEE 6ENEIZAL NOTES DARY WH38Z OPS'1 SM SHEATHM6. DO NOT RNSTALL STRAP HIOMMM AtiND00R. RECOM�ATION15 PER GEOT6CflN GAL @tG�fR. PROVIDE R SwArom. COINIROL / CONSTMTM JOHNS PER DETAIL /5- AT THE MMGTION OF THE LDOWN ANGH10RS MAY BE CAST IN PLACE OR DRILLED IN WITH THE ARCH#TrsCT. STAIRS ON 6RADE SHALL BE CX*6TWfGTTD PER DETAIL MW PER TABLE FOR DRILL DU MFER PER TABLE, SFEiCIAL INSPECTION 15 RfQOW FOR PLAC 3fflW OF DRILL IN ANCHORS FOR CAST IN RACE APPLICATION USE STANDARD Wr ANU KASHER AT BOTTOM OF ANA OR. 3) NAB WATWJrl PER 51EARW4LI_ SaMLE TO THE BAWW MH4gER PER I I. ALL THCIENED E06E SLABS SHALL BE V HVE x 8' DEEP W/ 0 BiAR THE TABLE. - CONTINJ2 5 C3' FROM BOTTOVj A195 NOTED OTHE ASE_ SEE DETAILS 4) HOLOIOM SHALL ITT INSTALLED HTHI FASTS ER5 PER THE MANUFACTURER TO ACHIEVE THE MAXIHM TAEULA7W LOAD. s) W 5 ,4 1 $ /As l r* IV nmtt 6ft 05 rso APIA. SHEARWALL COMPONENT TABLE MARK C( PONENT5 VX AB R 0.is{+Y' P-NAIL SIMPSM AA35 TO GONG. PL NAILING UNI ANGLE STAGING (lHli 5Pxm w SPACING (x1 Q 15/32' PIS OR 058. BLOCKED, VV 8d MAILS O 6' O.G. O PANEL EMAM AND 12' OL. O FIMD V OL. . 6" OL. 24'04. Q 15/32' FM OR 058. ELOGKED, W! 8d NAULS O 4' OL. O:C. 4' OL. OL. O PANEL EDi6E5 AND O 12' OL. O FIELD �> Q &32' FM OR 05B. BLOCKED, W/ 8d NABS O 3' O.G. O PANEL E06ES AND O 12' OL- • FOELD SEE NOTE 2. �; OG. 3' OL. 12' O.G. Y W2' PAID OR 058. BLOCAM WJ 8d NAILS O 2' OL. �f ` OL. 25' OL. 9' O,G_ 0 PANEL EM&S AI V O 12' Of, O FIELD. 5M NOTE 2 17 5TA66ERED. 's al*32' PAD OR 058. EAGN SM, BLOC ACED MVBd O (2) . ROM5 O 2' OL. O PANEL EDGES A!D 12' OL_ O FIQD_ SEE NOTE 2. !2' OL. OL. T Or, 5iA6 SERf0, • • SAL L LK.E% OTHIERMSE lw. 3 Ili TA&r,- &L 1`A416 S i L C W-,o i TO i4 I� LM TAME 234M$4 NOTES. 2 - U5E 2'xYxV R. N%SF R5 AT ALL aWUNOR BMT& ARAM BOLT'S SMALL NOT BE DAPPED MO PLATES. 3 O1w P-%Ats lrc- TO eE :' IV LBwTHt aeH_'P4ojlL5 Alta TO TIE MC -tH OF 3V N LBI6tI1. TiA &S St ALL BE P6TNJW 5O A6 TO NOT SPA THE TOIRR F1iANQ 6 4. 5W-4 N A35 CLIP AN6LES SHILL 8E INSTALLED MTH THE APPROP. MATTE FASTENERS PER THIF NAMFACAMEIZ5 WECFIGATIONS S 3x STUDS ARE REiQmQEP AT .AtC Pma EDGES FOR t!wL TYPES Cp t E. 6. StFJiRI►iKl GJWItOtjFS PER THE TABLE SIiIWLL APPLY FOR TAE f1JL1 LEH16TH1 OF 1HE SHEJliS NOTED CN THE PLAN ;. Ss� I�;,'k•� LN1� I 6x.131'$ A[ ?TILL )t I F*% �iH�- BIi Ot tttSS � X - z' 0 6 ASSUMED SOIL BEARING PRESSURE: LATERAL EARTH PRESSURE. RESTRAINED. LATERAL EARTH PRESSURE. UNRESTRAINED: PASSIVE 8) CONSTRUCTION: 2500 PSF SO PSF � O �F > (W/ FS 1.5 INCLUDED) BACK FILL BEHIND ALL RETAINING WALLS TO BE FREE DRAINING GRANULAR FILL WITH SUBSURFACE DRAINAGE AS NOTED N THE SOILS REPORT. 3) CONCRETE: A) CONCRETE MIX: UNLESS OTHERWISE NOTED. CONCRETE SHALL ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI. MIX SWILL CONTAIN NOT LESS THAN 5 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5 OR LESS. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SWILL BE AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT COWORMNNG TO UBC STANDARDS. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19 -A -1 OF THE UBC. 8) CONCRETE PLACEMENT: CONCRETE SHALL BE CONVEYED AND PLACED IN ACCORDANCE %up UBC SECTION 1905 AND ACI 301. C) REINFORCING STEEL: UNLESS OTHERWISE NOTED. REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 60. WELDED WIRE FABRIC Q WF) SHALL CONFORM TO ASTM A185. BARS SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE COVER FOR REINFORCING STEEL SHALL BE PROVIDED AS FOLLOWS: UNFORMED SURFACES W COIIRACT WITH EARTH: FORMED SURFACES EXPOSED TO EARTH OR WEATHER: #6 BARS AND LARGER: 2' 0 5 BARS AND SMALLER: 1 S SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER: SLABS AND WALLS: 3' COLUMNS AND BEAMS: 1 11' 4) TIMBER: A) FRAMING LUMBER: FRAMING LUMBER SHALL BE KILN DRIED. OR MC -15. AND GRADED AND MARKED IN ACCORDANCE WITH WLWPA STANDARD GRADING RULES FOR WEST COAST LUMBER. LATEST EOQTON. FURNISH TO THE FOLLOWING MIMINLIM STANDIARM- 2X JOISTS: BEAMS AND STRINGERS: POSTS AND 7 STUDS. PLATES. & MISC LIGHT FRIG: BOLTED STUDS AND LEDGERS: HEM -FIR /2 DOUG FIR 01 HEM -FIR / 1 DOUG FIR OR HEM -FIR STANDARD GRADE DOUG FIR STANDARD GRADE ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MALSONRtf SHALL BE PRESSURE TREATED. ALL DECK FRAMING LUMBER SHALL BE TREATED. LUMBER INCLUDING PLYWOOD SHEATHING USED FOR DECKS WITH HEATED LIVING SPACE BELOW SHALL BE TREATED. ___ REVIEWED FOR ENGINEERED LUMBER PRODUCTS SHALL BE AS NOTED ON THE DRAWINGS. ALTERNATE MJINUF r �4hv FOR LE SECT TO REVIEW AND APPROVAL BY THE OWNER AND THE STRUCTURAL ENGINEER. J ! Abp 1 8) ROOF TRUSSES: TOP CHORD LIVE LOAD 25 PSF TOP CHORD DEAD LOAD 10 PSF I BOTTOM CHORD DEAD LOADS PSF TOP CHORD wll� UPLIFT 20 PSF AT PERIMETER I Clty� Of Tukimi _ ��J O NG f 10N SUM" SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE OWNER AND ARCHITECT FOR RENEW PRIOR 7 FABRICATION. SUBMITTED DOCUMENT'S SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL. ENGINEER LICENSED TO PRACTICE IN THE STATE OF WASHINGTON. C) FRAMING HARDWARE: ALL CONNECTION HARDWARE SWILL BE BY SIMPSON STRONG TIE. AS N07ED ON THE DRAWINGS_ ALTERNATE HARDWARE WAY BE SUBSTITUTED PROVIDED THEY HAVE ICSO APPROVAL FOR EQUAL OR GREATER CAPACITIES FOR THE GIVEN APPLICATION. MINIMUM NAILING SHALL CONFORM TO TABLE 23-1 -0 OF THE UBC_ UNLESS NOTED OTHERAIISE. MILS SHALL BE COMMEN. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF AL BOLTS AND LAG SCREWS BMNG ON WOOD. D) STRUCTURAL. SHEATHING: PLYWOOD SWILL BE APA RATED COX N ACCORDANCE WITH THE FOLLOWING MINIMUMS. ROOF SHEATHING: 1/2' WITH P ANEL INDEX 24/0 FLOOR SHEATHING- NG- 3/4' T E G WIM PANEL INt.`EX 40/20 WALL SHEATHING: 1/2' WITH PANEL DAM 24/0 E) FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SKgL BE 20 STUDS O IC OC. TNO Ft&L HIMU STUDS &MMUM SHALL BE PROVIDED AT THE ENDS OF ALL WALLS ARID AT EACH SIDE OF OPENINGS. UNLESS OTHERWISE NOTED. 5) GENERAL A) COORDINATION: 13) SHOP DRAWINGS: SNiOP ORAAW --eGS FOR THE FOUDR9 G SHALL BE REVIEW PRIOR TO FABRNCATM REAIEORCNG STEEL FOR CONCRETE AND MASMW SMUCTUIRAL STEEL GLUED LAMINVEC IAE14MM WIIODD ROOF TRUSSES PLY0000 lWW JOISTS C) CHANGES: CONTRACTOR ffFIATED CRINGES SHALL BE SUIBMITTEED TO THE OVER FOR APPROVAL PRTOQ TO FABRICATION OR CONNSTRNCT4N FOR APPROVAL CHANGES SHIM ON THE SHOP DRABNM ONLY WILL NOF SATISFY THIS REOUIREIAFNT. 0) ERECTION: THE CONTRACTOR SHALL PF0VM TETROPJW SRACW FOR THE STRUC:UR' AM STRUCTURAL COJeOhIENTS UNTIL ALL MAIL COAINEC OG hRVE BEEN COMPLETED III ACOORIANCE WFH THE MAW THE WAT+?ACTOR SHALL BE RESPONS6LE FOR ALL SAS "EHY PINCAUT0411S Al* THE I Elle0M TEOWOUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE w E) PISPECTION: THIS FOL LMIG Si+ALL BE SLPERVSED IN ACCORD0CE S M SECT4141 306 OF THE M43C AM THE PNi I[s - W. A gUALiIM 7FSrlC.' AGEWG.V OCgKm7W eY THE ARCm ECT: CON ICAMTE NRETA7IILING li6,L me REE4#m %AU roorING Ca'INST %XToj WL9OPIRY OON5TRILcr0N STwjcTURAL ST IM Ewc ON 0"NISION BOLT AM [POKY Mxff P6 ATap 6 THE CSR ARCHR1ECT AND BUILO MG DEPARAW, SILL BE Fk;"4CD TOW OOPES Of ALL INSPECT4M REaOM AND TEST iMSLE15. v �T RO H, E: APCHITECTS L C� L ____ - 6625 5. lg0th 5t. Wte 8-105 KENT, INA5HIMPTON 88032 (425) 656 - 0`'500 ■ FAX (425) 656 -0501 ronhov chlteotox4m 4344 CI TOR- RONMiWE STATE F WASHINGTON Z W Lu 0 Z u Q W im 0 W CL JJ 11111110 > V. n cc O UJ Z CITYOF OCT 0 8 2 fT 10 4 a 7 .. s b 5 4 3 2 NO. DATE RE1/1� BLS SHEET CAM STRUCTURAL & GENERAL NOTES, FRAMING & FOUNDATION NOTES SCHEDULES & TABLES .m NO.�. 20020% �T NO DR/Nr1�1lI3Yr KTi cArzKC0II3r T.R A2w 2 ID m Tl20ra4 - x11 1 4 �7 i 6 o • 5GA1.E V4' = 1'-o' LEFT SIDE ELEVATION %A w = P REAR ELEVATION 12 %%.. I 6 (TYPICAL) PLATE LINE PLA TE LINE REViF1N p CQpE COMpLiq CE /j OD �lll 1� fl mov 3 B`(/I 1 y ruktvila Di �N ROOFING BY OMER AN W EI r 2140 F.F. PLATE LIB O k . rr• 0 -1 11' 1_ WINDOW TRIM PER �o v IST F.F. O PLATE LINE i F .F. AT - - FAMILY ROOM �o GAR. SLAB 6+614 POINT) -- 9 FRONT ELEVATION � VINYL YVIN"Al - TYPICAL 2xI0 CEDAR TRIM BAv �i 2x10 CEDAR WIM MW METAL GARAGE DOOR i 11 1 6 , ARCHITECTS 6625 5. lg0th 5t. suite 8--105 KENT, WASHINGTON q 32 (425) ■ FAX (425) 656 -0501 ronhowkwrchit"ta x.om R TOR-AN RONFOW STATE Or WASHINGTON z w .. LU W (1) (J) Z f Q W a W� cr) uj CL J J >" a LL D cr o W j Imm (D Z co O H RECEN® C YOFTUKWI A ON 0 8 2004 PENWCEWIM 10 9 8 b 5 4 3 2 1 NO. DATE DE5GRIPTWN RLMSIONS STET CONTEWSs EXTERIOR ELEVATIONS .IOB ND.,. 2=0'k HM W. VRAM >y_ " CAVC*W ar T .R A3 1 DATE. 0 i s RIGHT SIDE ELEVA r I . - -�.. ��...��_. ....� .�� .. .mo ... .. —�. � ...� —.+.� ...w�f�R1N...— 1 -•f �• .. ..., ._ —_ .. i ROOFING PER ON ER OVER 112' APA RATED " EPX05LRE I' SHEATHIN6 ON APPROVED PRE - ENGINEERED ROOF TRU%E5 AT 24" O.G. W/ 5/8" 6M AT CEILING PLATE LINE = I 2ND F.F. in PLATE LI14E 0 r 1ST F.F. CONCRETE RETAINING WALL WITH WATERPROOFIN6. e BACKFILL PER SOIL5 ENGINEER'S REG4MMENDAT10N5 -� F.F. 21 AT I FAMILY ROOM FOOTING DRAIN PER SOILS ENGIIEER5 Q DATIC4% o GAR. SLAB � �l16H POINT) 4' GONC.RETE SLAB OVER 6 N=E. I VAPOR BAWER OVER 4' FREE- DRAN1N6 FATERIAL FOOTNNG DRAIN PER SOILS ENG.IEER5 RECAX41 VDATIONS BUILDING SECTION 13=13 XAU V4' : 1'-0 . 0 a N SLOPE 4' C.ONG. GARA6E SLAB i/8' PER FOOT , -to C'tA�,.•• . _ ./ . ..,Ngmdmmai. . - — wir..K.. AL .w.ta. -4 ....►M -...— ... N+v._... . ...era..... .I 12 (5 (TYPICAL) UPPER PLATE LINE PLATE LINE 4 u 0 21412 F.F. PLATE LINE 3/4' APA RATED NEXP05WE I 5i BATHING OVER 11 -118" APPROVED PRE- EN61NEERED SEE DETAIL WOOD I- JO15T5 W 1/2' 6NIB AT 4 /AI4.1 FOR GEILING - TYPICAL TREAD, R15ER I PROVIDE 5/8' TYPE `X' 6M ON STRINGER 6ARA6E CEILI% 036 5EG 302A EXG. 3) PROVIDE R -30 BATT INSULATION z IN FLOOR5 OVER 6AR6AF 2 IS' H16H PLATFORM FOR GAS FURN AND FIHT 0�lmmmm i., = i BUILDING SECTION AmA ScAlz 11'4' = r'-op ' CO F CDMPO FaR fHNCE NOV - 3 ?004 g UIL W T�Kw _. DIVISION ) PLATE LINE dD 15T F.F. F.F. AT FAMILY ROOM .� ac r. �d d as Fy I L �Q r W sL —i O m � OCR u !O �C �ui 4 0 . it )CHIT ECTS L L C; 6625 S. IgOth 5t. 5ulte 5-105 KENT, WASHINGTON x8032 (425) 656 -05010 2 FAX (425) 656 -0501 ronhovdearchite x-an 10 -M RONFAM STATE OF WASHINGTON z Lri .. m ui w 0 Z Q W 0 CO W Lu � JMJ )on aY LL :3 at o UJ O �- PACSIVID C"YOFTILIMI ,A 0 C T 0 8 2304 PERarCeinM a q e z 6 5 , 4 3 2 1 NO. DATE oescwPFRM REVISK 3 SmEff cc"1'tmm 6UNIN G SECTIONS "Me xm am W. VF~ Ora IMI CAMOM ewl 11-A A3 w 2 DAZE. VJ0�04 . it r I . RA... .. . w. -M -A! f' -.• . .. Art Mv.- --IO -ROMWJ . - . .....1 -~9. C E >/ sk o A s E jc — in N I 8 "m +n.- 12 "mox. FIG. 1 FIG. 2 ao INSTALL FLASH PAPER; SILL PIECE W INSTALL SILL FLASHING PIECE 0 8% EXTEND FIRST, ATTACH AT EDGE OF OPENING ONLY. SILL FLASHING UP JAMB 4" LAIN. MATERIALS FLASHING PAPER AND WEATHER BARRIER PAPER: PER UBC STANDARD 14 -1. AND FEDERAL SPECIFICATION UU- 13-90a. VAPOR BARRIER COATED AND REINFORCED. SEE SPECIFICATIONS FOR GRADE. SILL FLASHING AND BUTTERFLY. 25 MIL BITUTHENE (VYCOR PLUS) DRIP FLASHING: PER SPECIFICATIONS ntl WEATHERPROOFED OPENING SCALE: 1/2" = 1' - 0" rW" a. a ... /faaa!•.fs.• • . e.Mt. ter.. __ _.... ...- . — ..A . - iRA rraa.r.� 6' min. E 00 FIG. 3 FIG. 4 INSTAL. 4 WIDE BUTTERFLY FLASHING INSTALL FLASHING PAPER PIECE b" PIECE 'C' AT LOWER CORNERS OF AT JAMBS. ATTACH AT EDGE OF OPENING; FLASHING SHOULD BE OPENING ONLY; APPLY A BEAD OF STARTED AT THE INTERIOR SURFACE SEALANT WITHIN 1/2' OF OPENING OF THE OPENING. OVER THE SILL FLAW. THEN FOLDED OVER THE EXTERIOR SURFACES OF THE SILL FLASHING AND PRESSED IMO PLACE FIG. 5 SET WINDOW NAILING FLANGE MRO SEALANT AND FASTEN TO STRUCTURE , N FIG. 6 INSTAL. DRIP FLASHING PKCE (MOT SHOWN) ACROSS TOP OF FRAME. APPLY FLASHING PAPER 'E' AT HEAD. OVERLAPPING DRIP FLASHING AND JAYS PIECES. WEATHER BARRIER PAPER. APPLIEO WITH EXTERIOR FINISH MATERIAL. IS APPLIED SHINGLE FASHION. PIECE "F UNDERLAYS THE SILL PIECE. PIECE 'G' SHOULD OVER LAP PIECE 'r BY AT LEAST 2*. CODE C r REVIEWED � rvCE APog NOV ` 3 2004 City 01 BUILDING � ktivila IVISION MST. FRMV HALL .ROOK RrRM19 PRR " 2X4 TOP RAIL 6 4X4 POST (U)CATION PER STAIR SEGTIC" TOP CONNECTION s (4),& 6A. SGREW5 W/ MIN. 1 1/2" EMBEDMENT IN POST. 2X2 PICKETS, TYPICAL AT 5 1/4' O.G. 3 1 �li�ll f�JAIQDRAtLh�A.tiI7l2A1L 1• SEE pETO+1!L Ia� A5.1 4X:2 STRI-46E SINWSON U26 JOIST RANGE SIMPSM 0410 KAN1 6 'R NoTGH HORSE PRECAST 1REW GONG. TREAD ;GONG. 4 STM S AV, OR APPRD'-ED EOUAL ) ON 2X2x31*` C4JPe7 i4► ( 2 - 3/6')0' &xTS mo GONG. TREAD 4 ( 2 ) 3/8'x3' LAG- - 9 SC.REFlra hVTO 716 - --- LAND AT STAIRS SCALE 1" = 1 *-0* 5 ADE JOIST IIA>`16e1t N V4" , BOLT EA HALL STIA STA66Em"/ LOON B*mXw r MN 2 LEDGER DETAIL l [) I 1 -1w MFG. TREAD lSTiJRDI- g100D) OR � EC.XIAI. w- W d� 7' MAX P.4DUS / 4• Rf°.�..R / VT MA M11M 'EXPOSM P v 51EATHrG M IN d 2x12 51 W 2x4 5510W • 24' OOG. AFE (3) "M PER RN 7 INTERIOR STAIR. 1 w,wr-w • PAINTED SMaL 6U W01W.P & - I -1R' V% VERTICALS O 6a-V 0-c. INTO 8' LONG PIPE %mot WTH Mo" 6ROUT - 1 -1/2" IWA HORIZONTALS AT 5-3/5' OL. MAX (A 4" f SEW GN01DT PA% THRO — FIN15H GUARDRAIL AT RET - sou. 1 - 11L = L CONCRETE TREADS I SEE 3 /Alb FAS TEN TOP 4 1 %OrrrO �1 tom OF CACH PICKET- rorlhovdeorchltec acom 4X4 POST - 80TTOM 27X2 L'S L.A6 GOMEC M 5/6 - ,b BOLT INTO STRINGERS. - THRU BOLTS W/ 19/4 - P SEE 3 /AI6 n = WASHERS BOT'14 SIDES f 4X12 STRIN AM W EACH sROE ) 1 � 2 w GUARDRAILMANDRAIL - -.0/ SCALE I' ■ 1'-O WATERPROOF MENORANE C _ a W o 23' w cl) OVER 3/4 T t G, APA Lu J >� CL J � nr_ T-- )O" LL m RATED 'EXTERIOR' Z CO) BATHING - - , F 3 1 �li�ll f�JAIQDRAtLh�A.tiI7l2A1L 1• SEE pETO+1!L Ia� A5.1 4X:2 STRI-46E SINWSON U26 JOIST RANGE SIMPSM 0410 KAN1 6 'R NoTGH HORSE PRECAST 1REW GONG. TREAD ;GONG. 4 STM S AV, OR APPRD'-ED EOUAL ) ON 2X2x31*` C4JPe7 i4► ( 2 - 3/6')0' &xTS mo GONG. TREAD 4 ( 2 ) 3/8'x3' LAG- - 9 SC.REFlra hVTO 716 - --- LAND AT STAIRS SCALE 1" = 1 *-0* 5 ADE JOIST IIA>`16e1t N V4" , BOLT EA HALL STIA STA66Em"/ LOON B*mXw r MN 2 LEDGER DETAIL l [) I 1 -1w MFG. TREAD lSTiJRDI- g100D) OR � EC.XIAI. w- W d� 7' MAX P.4DUS / 4• Rf°.�..R / VT MA M11M 'EXPOSM P v 51EATHrG M IN d 2x12 51 W 2x4 5510W • 24' OOG. AFE (3) "M PER RN 7 INTERIOR STAIR. 1 w,wr-w • PAINTED SMaL 6U W01W.P & - I -1R' V% VERTICALS O 6a-V 0-c. INTO 8' LONG PIPE %mot WTH Mo" 6ROUT - 1 -1/2" IWA HORIZONTALS AT 5-3/5' OL. MAX (A 4" f SEW GN01DT PA% THRO — FIN15H GUARDRAIL AT RET - sou. 1 - 11L = L PONHOVDE ARCHITECTS 6625 S. IgOth 5t. 5ulte 8 -105 tom STNR5 TAUT 5ERVE ON WNb11AL rorlhovdeorchltec acom Wr AND PAVE LE% 7MM 4 WEBS I -a1AN RONHOVOE ST ATE OF WASHINGTON V O NOT REGUAVE HANDRAK5 Yv Ham VW FAMW W 57M 6WNQDRAIL - 2 w TYPIC& EAUI 5117E ui 0 Z 1/2' T71A. N05rV6 C _ a W o 23' w cl) it Lu J >� CL J � nr_ T-- )O" LL m cro w 0 J 2 '• 1 �fT F1 f 1 I,' I.�Ol1G F'ti'E SLEEVE POR w K4MDR^t J Q z v W 12' fia. s�f U i — i VT FfXR00ARD -Z - W.43".4 rtKF. \ —:4 NOSH. IDAR T'I'P. v 9 S a Sc-ALE- ur = r-0` PONHOVDE ARCHITECTS 6625 S. IgOth 5t. 5ulte 8 -105 KENT, WASHIN&TON g8O32 (425) 6%-05W ■ FAX (425) 656 -0501 rorlhovdeorchltec acom E I -a1AN RONHOVOE ST ATE OF WASHINGTON Yv • z W 2 w ui 0 Z (� W a W o w cl) it Lu J >� CL J � nr_ )O" LL 7T cro w 0 J Z CO) 0 F C"YOF TLKWILA OCT 0 8 1004 �VTER 10 9 8 7 b 5 4 3 2 I NO DATE oESewPrloH AIEVI��IOI+15 Steff MISS DETAILS JOB NOW 2= 0% SlAw W. votoly 1 tw KTI cfecAw on rp A4e I CAMv Vaoln� 9 S a Sc-ALE- ur = r-0` I x 7�*rroa i f J v coLV .10��Ir am • G • 3 4 w .04. • HT. 'V' PER TAKE 04 BAR GOT. • CMM OF KEY C REINFORC� eta T i NOW. 10r a ft ft*V to • • x v as s�o► sa ssr r�o► a► so !o► s' sue► n► w► r nu w► w► •s • o` wn w • oc. N► s !roc. .s • w w". OR-,uw Mix STATE Of ON _ v Jr- T�7�'� IZ�I►I� .'� �F p i p � " i [vim "Ott W/ �/v � r Z Q W O co) W cr) w > Lt! a. j SUN ul"Al 1DQ ► . 19> T' > a� L� V A--��? Lu , u . 0 6 Z s� 5w p 2 pt 4 - µ1m1. ( � VAT.- ky &P - �m AP ILL w ON vwr. 5 -� 1 2 1 - 1 1 1 1 1 1►1� PI.4� aP�irvtrtF- WUUo�1 WILL rdftkd PRIOR TO FLOOR SYSTEM 84 s I2 OL. HORIZ 45 • W OG. FULL HL 95 x jP •�" oc. MA TO AGKF&N R - Ap _ Mx �� • 24'0.6. Ale • w fl[K w �DN PAN pp TOR o () �io A li j �PRL� • =T os� REB�SE FREE PIMNM � } 3 RETAINING BASEMENT WAI ; ASFIIAL PAV O 4 i �1 m=m 4' cm I ORICK VENEER M WALL 'k to' A ZQ MRS .\ SLAB a ! x 14 TYROARAGE FOOTING SC -44 STEM WALL D d 4'-0' MIME. d - d d it I 4 d d d � r d 11 !II IIl I' d ° I 1 11 ill_ , FOOTMi6 TMGKje55 ° 4 1 1=1RM U v*n4uw sm r FOOTfW TI wwcss 2Ea -W - 2 avac.a.. ry 51Er1�1Cs ?X i111L� d GARAGE DOOR JAM 2xb1READEDi kW x10 Wroo ANDM BOLT s 4e• ac. GARAfsE SLAB EWJIIVBM JOW 1 / x Ot�Yt?.'1aY a d ; 6 U& SR Mm 2OW PSr SM WUF%c IM OF F>iLGT 00.4 O AC,m mm • W IY.F COW- S "W0 1 % OF GO!CG. • 2s L91 Z v FA0dM !lw • uo KA= STW. YaD swmw • W KS 3 — WLOW tow � ) OARS REINF CEMENT• SCHEDULE; STANDARD \, mo ML IsYL CQ*dl s 'J►' , � . mosw t 1 w Y ' • r4► !r +M m wn lets �s s araz- as s roz �•s v v sa r 110% r I" •s • woc. M ra& ` 113112TA u He 1 ub s ALL 13 TYP. GARAGE FOOTING SCALE -- We T-dr d 4 3'-6' HWH C40M ASP14ALT PAM s WI1LL _ STEM fmw_ D' 4.10' 12' d �Slofr cAr+P � � `�►' a TABLE - *o Y EIS TO TOE d ' HOOK TO 2 OF TOE ° si►� oft C.OWAGT TITS rw qJt mm- RPE we ° sw-w OF NOS MT - Imm Fm CIVIL BAR 'D• . �.. d SCHEDULE: FOM FTO. Pmw. T i NOW. 10r 64 0 VA OZ-. t osls �► • • x v as s�o► sa ssr r�o► a► so !o► s' sue► n► w► r nu w► w► •s • o` wn w • oc. N► s !roc. .s • w w". OR-,uw Mix STATE Of ON _ v W W �/v J r Z Q W O co) W cr) w > Lt! d 4 3'-6' HWH C40M ASP14ALT PAM s WI1LL _ STEM fmw_ D' 4.10' 12' d �Slofr cAr+P � � `�►' a TABLE - *o Y EIS TO TOE d ' HOOK TO 2 OF TOE ° si►� oft C.OWAGT TITS rw qJt mm- RPE we ° sw-w OF NOS MT - Imm Fm CIVIL BAR 'D• . �.. d SCHEDULE: FOM FTO. Pmw. T i NOW. 10r 64 0 VA OZ-. FOOTING) Ul .4 J 0- � SEE PLAN L 9 T SLABAI GARAGE DI 1-00 a GARAGE DOOR T_rPCIAL SLAB coamc IW coiT R VIEWED i6 coy P cora�tt�►tiCE POST Of TWO6 a 940 cow/1 I W. tME w � BU DIhG UBINON O�. z �Oxr GROUT '---- �• -x d x d d d � G ! d o o1 See Plan For Size t Reinforcing 6 POST /FU 1�' HOLD DOW F'Nt FUIN d t D AMA l i A HOLD DOWN SCALE: 142' • f-d' (SEE LATERAL PLA16) f tq w" � �QGFI ) *'i &W. 2 RETAINING GARAGE WALL SCALE 40 713 M A5 00" KC#- Pub+ 2a6 Pf c��T1��LtPBt R ASLE P��B. EDi6E NA� E ! SO4 Pot P =4 xi 0 A A 04 GOVT. 0 f 9 1 TYPICAL FouNi WALE: frr a r•O►' • a• $". swt � vemw t osls �► • • x v as s�o► sa ssr r�o► a► so !o► s' sue► n► w► r nu w► w► •s • o` wn w • oc. N► s !roc. .s • w w". Ul .4 J 0- � SEE PLAN L 9 T SLABAI GARAGE DI 1-00 a GARAGE DOOR T_rPCIAL SLAB coamc IW coiT R VIEWED i6 coy P cora�tt�►tiCE POST Of TWO6 a 940 cow/1 I W. tME w � BU DIhG UBINON O�. z �Oxr GROUT '---- �• -x d x d d d � G ! d o o1 See Plan For Size t Reinforcing 6 POST /FU 1�' HOLD DOW F'Nt FUIN d t D AMA l i A HOLD DOWN SCALE: 142' • f-d' (SEE LATERAL PLA16) f tq w" � �QGFI ) *'i &W. 2 RETAINING GARAGE WALL SCALE 40 713 M A5 00" KC#- Pub+ 2a6 Pf c��T1��LtPBt R ASLE P��B. EDi6E NA� E ! SO4 Pot P =4 xi 0 A A 04 GOVT. 0 f 9 1 TYPICAL FouNi WALE: frr a r•O►' i 6625 5. ig0th 5t. 5ulte B -105 KENT, WA51AIN665TON 98032 (425) 656 -0500 • FAX (425) 656 -0501 ronhovdecrohltec is com 4 EQ OR-,uw Mix STATE Of ON W W uj 0 Z Q W O co) W cr) w > Lt! a. j > a� L� wn Lu Z 0 J Z s� �� 7UkyyE� OC TDg?0 @; cefi p . / 9 8 1 b s 4 3 2 NO DATE DESC UPT10N R>E1/15�IOT�a SHEET C4NT1E1A v STRUCTURAL DETAILS JOB W.. 20020k SHEET NO DRAM ev. "I C 0C = Urs T,R A5u I DATE. MOM i ■ AA -uxQ� ff - �f Am (t& - it Z) 2x q)( 1 &X MVW wc � X f ? (,4vs - W z 4 f; o� H �0�`1 RF�►i � �tvr �srta% pug �o�l� NR �� 3 64100104S-110 i vw wfw M bL � o s f 7 A • .-- ' � �R PU 65� 7a as is W 04. 1W.R 7 fit .4 2x BLOCKIWo (4-6 *3 ice) "IlM tf,LJll�(� (Z)lxb �S PRA6C fPMt Nf` 4. ilrAWA2 --tW, BI N-'v WD c ) 'rye flw me, 6TM % e #t 1 4 TYPICAL OVERHANG WAX I• = r-a r � sq v Ti ��-- WAV, F-ti 51f R N.L TA &Z tort O b• Of,. A35 PER - DOL k Mfttc Wom i 10 :I u c l- SCALE : I' = 1' J : 1 -tb-R AMW5 E fw- 5tj -fit C w 141- � -PgAr, JM FM es V CA*s4 MA 51rt?A� -a 42.5 fA -'mss up y(� lo / a►( w g4- (e&v� 1 Z•b :: y, I T jWQS dAlu O car• -M s 06 I /�,s � 4 o it id Tw PAC- _ i � `Tb - - TAAV-AA c. L Svc fAW, i t-litre e, iacte, Wad i1tz>lef- tAft* 4 9fi 10 r -� I T i 'Ile ftlor" W4 wr-f &-;�) MK(K w4u R E Fti'4,E - r C D� COF�1D AIyC ' � � • A i'aR�lrr� v Nov I j I '` f l fpp- wzci 5f L , L e t c -_5 Of 7 t 14 p F'wc AM @ 12'It v W�T TqF Tif PUL Pins f �;y:; at& 130 sw t 9 'r% J� j� Vic( •C `_�— . --• -- 3 ��� 1�'t� : � �� ��.;� Gi�� ` - _; —• �' �.�=i t'Ce� �fr� � 1 i � IV t�ei.E two 2JEtl •. +cr RUCs (fin-.: ycdw \ T. - Xr , F'A — ,,L'13 v, l ` r . y� itt q , E (�:► ji 3�i�� f�Jj j�F1+ k -s•�� .G . I �� 4A.Ai TW* �`f rte; 5 (1-) � 1 � � �— � . � ---• • u.�- „�-y 1 S. W. PARA JW -`w� l +r f �, Ir/�v SCALE: : t• c 1 1- 3 /4xl"iD TS R:M �eaw• o.c. a s W M46 Aw- PAVE exile S �L TABLE tttZ los T� 6625 5. IgOth 5t. 5ulte B -105 KENT, WA5HIN&TON 86032 (425) 656 -0500 ■ FAX (425) 656 -0501 ronhovdecrchitects.tom W z U � Z w W a � m cl) co) D >n W a Z o Q ~ 2 Y 3 w Z W Q - a W J MJ aY w J Z � r aTM°F OCT T 0 8 2004 P MWCENM os 0� �r l'•M�F" " _•.� STRUCTURAL DETAILS .roe Noa 2002,t k Soeff NO. ss cheaceD af. T.R A PAM 1pWiO4 p • t i 4 41 a • to t .. O lu (JL uk 19 g all' 1.5 -1 A IBM IRM Jill gill oco C m a - i L n bo � c y v _ ............................. _t 1�.,.,..... .. ...... �.,....... _ ....._. .... ... ..- ........ .... . _ ...... -. . ........... .... ...... ' .. I ,www rr�w'�� � � Cl fit' ^;• v � �,� a. ! O � �,;../� . v ii % � L 1 r:. 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Horizontal (425)251-6222 � -1 I Ch ecked _IM.. 1 " -20' ( 425)251-8782 FAX Approved .MPG. Vertical ZsG (b' CIVIL ENGINEERING, LAND PLANNING. +y N/A S�G�N��� SURVEYING. ENVIRONMENTAL SERVICES Date 10/24JQ3 \rnc)!n , -r.rrnd 1 121 ! -qm 1 (Iwq Dote f jm(:. 10/ 2t)/2004 1 U' 12 Scale: I w20 tstephens Xrels; 21 1217 - t,71 1217b,hol,1 ' , G —J.._ ! ... —. .— ..�._ —.. _............._ w o _ W1 a I co 0- goo - 0 0 A Z r�r O D 0 Z > u Oil � � L m�D Z �m co C) _ DM Z o�C) Zorn D Z 42nd AVE S 40th AVE S V , N W � w CO 9 �s 71 F� O 1 L m 3 10/22/04 TES HPG HPG REVISED DErEN71ON VAULT 2 7/19/04 TES HPG HPG REMISED HOUSES PER ARCHITECT 1 15/7/041 KIS ( HPG I HPG I REVISED PER CITY COMMEMS _, fl e ll �g 0 yyV1 0 1!4A. z �• a A � Designed X18_ Scale: 18215 72ND AVENUE SOUTH k KENT, WA 98032 in �1 Drown _.kyle. Horizontal (425)251-6222 � -1 I Ch ecked _IM.. 1 " -20' ( 425)251-8782 FAX Approved .MPG. Vertical ZsG (b' CIVIL ENGINEERING, LAND PLANNING. +y N/A S�G�N��� SURVEYING. ENVIRONMENTAL SERVICES Date 10/24JQ3 \rnc)!n , -r.rrnd 1 121 ! -qm 1 (Iwq Dote f jm(:. 10/ 2t)/2004 1 U' 12 Scale: I w20 tstephens Xrels; 21 1217 - t,71 1217b,hol,1 ' , G —J.._ ! ... —. .— ..�._ —.. _............._ w o _ W1 a I co 0- goo - 0 0 A Z r�r O D 0 Z > u Oil � � L m�D Z �m co C) _ DM Z o�C) Zorn D Z 42nd AVE S 40th AVE S V , N W � w CO 9 �s 71 F� O 1 L m 3 10/22/04 TES HPG HPG REVISED DErEN71ON VAULT 2 7/19/04 TES HPG HPG REMISED HOUSES PER ARCHITECT 1 15/7/041 KIS ( HPG I HPG I REVISED PER CITY COMMEMS No. I Date I Sy I Ckd. I Appr. I Revision For. AMERICAN CANADIAN REAL ESTATE, INC. P.O. BOX 3280 KENT, WASHINGTON 98032 (253) 854 -7002 - GRU-51 M,5_K0hn, Trtle- GRADING AND DRAINAGE FOR KHAN 3 -LOT DEVELOPMENT -qqq M -qq I • A e rj IQ qP M a V q FIR Fq q Q b po V T N Flo F4 rc R M7 COP gi i > 1 0 z i c e Jim gwa OR Z A 89 Mill I a M M 0 O rn - 0 0 n O 0 0 z M z n M CO. O y S I °° �rR °CrDn g leg rn rn r� Z 9N biL rh 1 1 " P I : I It oe 1 1 .., ' ,► , � tl] .... `� �� . / """"""'.,•. _ ci ^fir / / j-' f ' :7; `.. \ . � � •� , L i %. N � . � v I )0��� ('ip�a �' V ....:...,,,.... ,:..::we 1;, '�1 n rte. ��;? j �:'' ../ r ��• /� jta y • , p� , G�...., v�; :.,, ....... ��. % •, .,.► � ` '•:..• it � � ! /.i I '�;� <r • �1 )0 ` o b tj�17G i.4:61.1:�:IL1:'.'l��t�'la �. ..ti `Jt '�1 s ♦ i r'•.,� ,� / •,�• C ' ���� nCl ...._._,.....mow, „�'�''��'r „`� ����117 ..._.....,,.. •,'� � .....••' ��� / / / ,• � : / .,`•` ,\ _ { Ci � , �,r vvv ` � � . \ • i\ r `•'t7fs? /��� ,. /� + .1 / y ,,'�' ., \ �. �� Q: O�IUQ ....r•y; ��` �• ... 1��•..» + �K,:..� »' / � '�/ t �• � • %!' -►�., y � `sC- .-- .•�..i— •�.... �1.��C _..... O�F��r'L`j). ' . .. rj',( 1, + ��' \ )1__ ..,�,..,�I,r ., ,r r .••'•• .,I N `, (���ai"Li... ..�.�....._..... i . ^ �1' / - } , A �•! .� . U �' ...... w , / "' •. .. .t..•_.:b,...; I .. 1 , y . I \ .. 1 r • I . .� • ... 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Vile: 0=1 M 0 0 a� 1 M v� z.� a o� � o� �z F 0 ,0 > qz mm m mz i 406 W � (n a =Q __4 m AM 9: t m D 4106Z - n WM A a C0 M N> 05 0 ZZz rn� -i O O 0 amm x roO wr Z Z� G)D A 7 m� WA Revision I T.E.S.C. PLAN FOR KHAN 3 -LOT DEVELOPMENT i ,1,• i lcul• ,, ; l,•r• .rl.; ! I:w'; (�ntr!1:r.,,. 017,1 i (."•)•% ►'5 41 /d,h01,. 1'•'Ll / —t,�- „Kahn, V n s PP _ rIil; 1' MIN. Z 0 0 R n G = n z I z r II; H I CRY OF TUKWLA STORM DRANAOE OEN RAL N07ES I. ALL WORK AND MATERIALS SWILL BE IN ACCORDANCE WITH THE 'STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION; WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER. 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF 7"LA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SH BE THE SOLE RESPONSIBILOY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY. THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTiON MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEIL OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE R£SPONSI6iM OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOiD ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THiS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800- 424 - 5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXIST'3. 6. CATCH BASIN - TYPE I - PER WSDOT /APWA STANDARD PLAT B -1 OR ASSOCIATED SAND AND GRAVEL CB -15, OR EQUAL 7. CATCH BASIN - TYPE I - PER WSDOT /APWA STANDARD PLOW B -1E (48 -INCH I.D. OR 54 -INCH I.E. AS DESIGNATED) OR ASSOCIATED SAND AND GRAVEL CB -19. OR EQUAL. aT+ UNIT COVERS AS DESIGNATED AR£ WSDOT /APWA STANDARD. (PER STANDARD PLAN B -12). 9. ALL TYPE II CATCH BASINS SHALL HAVE LADDERS OR SAFETY STEPS PER WSDOT /APWA STANDARD PUN 8 -12. 10. ALL CATCH BASIN FRAMES AND GRATES SHAW. BE DUCTILE IRON PER WSOOT /APWA STANDARD PLAN 8-2A 11. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT/ClNt6 LEVEL. 12. ALL OIL/WATER SEPARATOR CO GRATES SHALL. BE OF THE ROUND SOLID LOCKING TYPE. 13. ALL STORM DRAINAGE CONVEYANCE PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED: A HELICAL CORRUGATED ALUMINUM (OR ASPHALT- TRFATFD STEEL). MINIMUM 16 GAUGE OR GRIJATER AS SHOWN 2 2/3 -INCH x 1/2 -INCH CORRUGATION, WITH WATERTIGHT CONNECTING BANDS. B. CONC.°E?F. PER A.S.T.M. C -14, CLASS II. NONRONFORCED BELL AND SPIGOT (WITH BELL FLUSH WITH C.B. WALL OF USED). WITH RUBBER GASKETS. C. P.V.C. CONFORMING TO A.S.T.M. D -3034 - SDR 35. D. PIPE MAY BE MY OF THE ABOVE PROVIDED: 1) PIPE JOINTS MUST BE OF THE SAME MATERIALS, AND 2) WHERE A PIPE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAT, TWAT MATERIAL MUST BE USED. E. MINIMUM PIPE COVER SHALL BE 2.0 FEET. F. SMOOTH WALL SPIRAL. RIB ALUMINUM (OR ASPHALT - TREATED STEEL.) PIPE. 16 GAUGE. W/34 -INCH 3 /4-MM RIBS AT 7--1/2 INCHES O.C. G. ADS TYPE N -12 HIGH - DENSITY POLYETHYLENE CORRUGATED PPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF AJA.S.H.T.O. M -294. 14. ALL PIPE BMW SHALL CONFORM TO WSOOT /APWA SECTION 9- 30.7(1)8 FOR ALUMINUM AND P V.C. PIPE, AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE. ALL TRENCH BACUILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER A.S.T.M. D- 1557 -70. 15. ALL PIPE SHALL BE LAIN) ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEC FLCATION 7- 02.3(1). THIN SCOW. INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEM09 AND COMPACTION OF REQUIRED BEDDING MATERIAL TD UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR 'GRAVEL BACKFIL L FOR PIPE BEDDING,' THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED. PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED. REGRADED. A COMPACTED TO FORM A DENSE UNYIELDING BASE 16. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL. BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AM SHALL BE CONSTRUCTED OF 6 -9CH (OR 8 -INCH DIAMETER WHERE SHOWN) PVC. (,RIGID. NONPERFORATED FOR ROOF DRAINS PERFORATED FOR FOOTING DRAINS.) SUFFICIENT CLEAKWIS AND BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY MAINTAItHFD THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRNNAM /GRADING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN TPE SITE THE CONTRACTOR SHALL KEEP A DIMI2 IaNED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBW SAM TO THE CiTY. ENGINEER, AND OWNER UPON COMPLETION OF THE WORK. 17. ALL ROOF AND FOOTING C0RAINS SHALL BE LOCATED IN THE HELD AND ADJI>S"TED AS NECESSARY TO AVOID IMPACTING THE DUSTING TREES DENOTED ON THE GRADING PLAIN TO BE SAVED. DRAIN LIES SHOULD BE LOCATED OUTSIDE THE DRIP LINE OF TREES TO BE SAVED WHEREVER POSSIBLE. 1& THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE. ENGWEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 19. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY STORY DRAIN PIPE. 20. CONSTRUCTION OF DEWATERINNG (GROUANDMiER) SYSTEM. IF REQUIRED. SHALL BE IN ACCORDANCE WITH THE API STAOFRD SPECIFICATIONS. SECTION 61 -3.02. 1981 EDITION. 21. PRIOR TO OCCUPANCY. THE PERMAWIT STORY DRAINAGE SYSTEM 1A)ST BE CLEANED OUT BY PUMPING_ (00 NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORY WWM- OR SANITARY SEINER SYSTEM.) 22- RIP RAP ROCK FOR EROSION PROTECTION SHAiLL BE OF SOUND QUARRY ROCK PLACED TO A WXWMW 09" OF ONE (1) FOOT. ROCK AGGREGATE TO BE AS F'OLJM&- 1/2 INCH - 2 INCHES - 10 PERCENT - 40 PERCENT 2 INCHES - 4 INCHES - 20 PERCENT - 40 PEMCElNT 4 RIMES - 8 INCHES - 40 PERCENT - 70 PERCENT 21 TESTING OF ALL STORM SEINER PIPE WILL BE AT THE OPTION OF Tl!E COY OF TUKOILAA 24. WHEN PL AW ALIU NUM PIPE OR PPE ARCH IN USED WiHERE IT WILL BE N CONTACT WITH CONCRETE OR CONCRETE PIPE, ALL ALUMINUM SURFACES IN CONTACT WITH THE OONCRETE OR CONCRETE PPE SHALL BE PAWED WITH TARO COATS OF PAPR_ THE ALU AMA/ PVE TO BE PAINTED SHALL BE CLE06WD WITH SOLVENT TO REMOVE CONTAMNK I& AFTER CL.EAiW IG. THE PPE SWILL BE PANTED N IH TOO COATS OF PAM CONFORMW, TO FEDERAL SPECIFICATIONS TT -P -sCS (PEIq PJWr. ZINC 0iROYAFL AKIfO VEIiCL,E) DETAILS LOCATED IN A PORTION OF THE NE 1/4 OF THE SE 1/4 OF SECTION 15, TOWNSHIP 23N, RANGE 4E, WILLAMETTE MERIDIAN, TUKWILA, WASHINGTON RIM= 132.52 STANDARD FRAME AND SOLID � l RIM= 131.24 STANDARD FRAME AND SOLID 3' LOCKING LID PER KCRS DRWGS 2--022 AND 2 -023. --� �- -� r C_ -JJ _ - - - MAX WS EL= 127.5 • a 42' • �� HANIOHOLDS, STEPS OR v • LADDER PER KCRS ORWG 4' LIVE 2 -011, TYP. FLOW RESTRICIOR DEVICE. STORAGE -' 7' MIN. SEE DETAILS BELOW. • DEPTH • �._ 12' SD OUT . 12' SD IN ° IE= 123.50 IE= 122.50 _ DEAD STORAGE WS EL =123.5 - - - - - - s MIN. SED. - '° STORAGE FLOOR GRATE MAX SEDIMENT STORAGE EL =122.0 OVER SUMP VAULT BOTTOM EL. = 121.50 (ALONG WALLS). 120.13 (ALONG FLOWUNE) 4' p SUMP • • - • • - - - BOTTOM 4' SO. SUMP NOTES: 2' TO 1. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS :r TO MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT I OR BETTER.) • • 2. PROVIDE WATER STOP AT ALL CAST -IN -PLACE CONSTRUCTION JOINTS. • PRECAST VAULTS SHALL. HAVE APPROVED RUBBER GASKET SYSTEM. 3. VAULTS s 10' WIDE MUST USE REMOVABLE UDS. 4. PREFABRICATED VAULT SECTIONS MAY REQUIRE STRUCTURAL MODIFICATIONS TO SUPPORT 5'x10' OPENING OVER MAIN VAULT. DETENTION VAULT DETAIL - SECTION A -A SCALE: 1' = 2' 2' COMPACTED DEPTH-- CLASS 'B' AC. PAVEMENT 4' COMPACTED DEPTH CRUSHED ROCK BASE COURSE (ALT_ IS 3' ATB) RIM-132.52 STANDARD FRAME AND SOLID LOCKING LID PER KCRS .-- - _ DRUGS 2-022 AND 2-023. i. C • BO OM OF • � • � ' E TION = 12&5 • 12" 12' MIN 6' 2" MIN RISER - EL.= 120.13 � i 4' 70 SUMP • ° BOTTOM ° • ° f 4' SO. SUMP f f I I (BEirOND) 2' f I L _ _. - - - - - J ORIFICE f f L --------- DETENTION VAULT CROS SECTION B -B SCALE: Hor. 1' = 2' 12' SUBGRADE COMPACTED TO (MODIFIED PROCTOR DENSITY) PRIVATE ASPHALT PAVING SECTION NOT TO SCALE (PROVIDED IN GEOTECH REPORT) `- REMOVABLE WATER - -TIGHT COUPUNG OF FLANGE PLATE WELDED TO ELBOW 'AA M ORIFICE AS SPECIFIED FLOW RESTRICTOR ELBOW DETAIL 101=131.24 STANDARD FRAME AID SOLID CO 12 LOCKING LID PER MRS DRINGGS 2-022 AND 2 -023. 12' UN. OPIUM (OR 12' SD IN OFFSET FROM INLET PiPE SO a) EQUIVALENT) VIMIEAi10N (p 4) CAN PM TO SURFACE IN ALL FOUR CORNERS OF VAULT O TYP_ FLOOR AT BATS*_ A GF WALL EL= 120.13 42• bt TIP. FIE 11' EL= 120.13 �.._ .�... . --------- -._ -----------.__ 1' TIP. FLOOR GRATE OVER 4x4' - M_ FLOOR AT Sw WITH r& HINGED to �' ELF- -1 120.13 METAL x ) I 0 RIM = 132.52 STANDARD FRAME AM SOLD L IXM ALA PER KCiS DRUGS 2 -071 AND 2-023. OFFSET FROM FLOW RESTRICTOR SO NJWONiOIOS/TA00ER s CAN OQEW TO FLOOR GRATE VAULT ACCES LID PAVED ROAD SURFACE BOTTOM OF LID ELEJAT;ON = 128.5 MAX WS EL =127.5 RESTRICTOR PLATE W ORIFICE DIA= 0.55 (SEE DETAIL THIS SHI PIPE SUPPORTS: 3 x0.090 GAGE BOLTED OR IMBEDDED 2'IN WALL 0 MAX- 3' -0' SPACING (U',M- ONE SUPPORT) CLEANOUT GATE:--/ A SHEAR GATE 0.5' DEAD STORAGE- = 123.5 FIELD VERIFY LOCATION FOR A F EAR TO WALL GATE OF VAULT HANDLE TO BE HUNG FROM LADDER FOR EASIER ACCESS EL= 124.5 12. CIJP . 1 DPIPE VAULT BOTTOU (BEYOND) EL= 123.0 -12' MIN_ 12 ' SD N 14 -RESTRICTOR PLATE WITH ORIFICE OA = 0.54 ih. FLOW RESTRiCTOR RISER c 0 C � vvv a lll � y pp o i NC oc a a CL g its v o 0 w M cv i R NOT TO ScAil I 4' ROM RESTRlCTOR DEVICE.- 1 IOD (SEE WAS THIS smm VAULT DETAL - PLAN SOLE: H". i = 5 f ` Y SD Ob'T Cl It RIM= 131.24 LOCKING LID PER KCRS STANDARD FRAME AND SOLID DRWGS 2 -022 AND 2 -023. LOCKING LID PER KCRS DRUGS 2 -022 AND 2 -023. /F = ___� �3 C 3' • . • d •- 80710M OF UD • ° • 4. A ELEATION = 128.5 ^� MAX WS ELI 127.5 • 11' f g ° HANDHOLDS, STEPS OR h LADDER PER KCRS DRWG I 4' LIVE 2-011. TYP. e � -. STORAGE DE PTH FLOW RESTRICTOR DEVICE (BffffiD). i SEE DETAILS BELOW. DEAD S WS EL =123.5 U OUT - -� /I n 12• SO 6' MIN. SED. 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N• 1 I(d0o..`•, 11. 1 /'���r,,j•nrOr,r, t'- I1 flwr, �IOtr Ilm.•: t)'! 1: /2UUn 1 1:: i Scalc: 1=20 bmccrory Xreis: 21 121 7 —t,z. 1 121 ? —Ib 121 %— GRC)— STM•S_Kohn.brucemc• File: D04 -0255 35mm Drawing #1 L LEGEND: B -1 BORING NUMBER AND APPROXIMATE LOCATION NOTE: SITE PLAN IS BASED ON LOT SURVEY AND TOPOGRAPHIC SURVEY BY CRONES & ASSOCIATES (DATED DECEMBER, 2000) �p ;6 V X373 16 wao7 0 30 60 SCALE IN FEET LSI ADAPT Ph : 206.654.7045 Fax : 206.654.7048 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 FIGURE 2 - Site $ Exploration Plan Project : Hellwig's Addition Lots 1, 2 & 149 Location : 13821 Macadam Road South Tukwila, Washington 98168 Client : AIA International Development Date 05/23/01 Job # •S— WA -0 6267 -0 l�I . II _ _ I _ 1111 I III _ LIi _ ili ill 111 Inch 1/18 1 �2) �1. , �.,,..3 Jill ,� I 4 I 5 I 111 + lll I 6 p, lu t EM IIIIIII�IIIIIIIII�lllllllll�lllllllll�lllllllll�llll II Z ► w� llll�llll) � III) IIIIIIII... l�l �IIIIIII�IIIIILIII�II Illllll�lllllllll�lllllllll�iii�l�����lllllllll�llll ' t I FIGURE 2 - Site $ Exploration Plan Project : Hellwig's Addition Lots 1, 2 & 149 Location : 13821 Macadam Road South Tukwila, Washington 98168 Client : AIA International Development Date 05/23/01 Job # •S— WA -0 6267 -0