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HomeMy WebLinkAboutPermit D12-384 - MCMICKEN COURT BUILDING - 10,965 SF MIXED-USE BUILDINGMCMICKF.N COURT BUILDING 4220 S 164 ST D12 -384 City of Tukwila Department of Community Development CERTIFICATE OF COMPLETION Jim Haggerton, Mayor Jack Pace, Director This Certificate is issued to verify that at the time of issuance, the structure described below has passed.a final inspection and was in compliance with the various ordinances of the City regarding the building construction or use for an unoccupied building shell. Building Permit No.: D12 -384 Tenant: MCMICKEN COURT BUILDING Building Address: 4220 S 164 ST Parcel No.: 5379800670 Property Owner: BAUMEISTER LLC 4632 NE 89TH ST, SEATTLE, WA 98115 Type of Construction: VB Design Occupant Load: 0 THIS IS NOT A CERTIFICATE OF OCCUPANCY. Prior to occupying any portion of the above described building any or all tenants must first obtain a Certificate of Occupancy from the Tukwila Building Official or his designated representative. The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affects the safety of the general public. Although the City has made a complete review and inspection as is reasonably possible, the City neither guarantees nor warrants the owner or any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupants of the structure. OFFICLk� 00/ y DATE THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax: 206 - 431 -3665 City 64l'ukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206- 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 5379800670 Address: 4220 S 164 ST TUKW Suite No: Project Name: MCMICKEN COURT BUILDING Permit Number: D12-384 Issue Date: 03/27/2013 Permit Expires On: 09/23/2013 Owner: Name: BAUMEISTER LLC Address: 4632 NE 89TH ST , SEATTLE WA 98115 Contact Person: Name: IAN HA.MAD Address: 4632 NE 89 ST , SEATTLE WA 98115 Contractor: Name: BAUMEISTER LLC Address: 4632 NE 89 ST , SEATTLE WA 98115 Contractor License No: BAUMEL *916NM Lender: Name: PREMIER SURETY BOND Address: PO BOX 472 , PORTLAND OR 97223 Phone: 206 331 -1524 Phone: 206 - 331 -1524 Expiration Date: 10/10/2014 DESCRIPTION OF WORK: CONSTRUCTION OF A 10,965 SF NEW MIXED -USE BUILDING. FIRST FLOOR TO CONSIST OF A TOTAL OF 2,675 SF OF RETAIL (3 SUITES TOTAL) WITH ONE 980 SF RESIDENTIAL UNIT. REMAINING TWO FLOORS ARE 3,655 SF EACH RESULTING IN (9) UNITS. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, SIDEWALK, STREETSCAPE, CURB /GUTTER, STORM DRAINAGE, PAVEMENT, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER. TRAFFIC CONCURRENCY. TRANSPORTATION IMPACT FEE. Possible Pavement Mitigation. HIGHLINE WATER DISTRICT. VALLEY VIEW SEWER DISTRICT. Value of Construction: 1,177,599.45 Fees Collected: $32,987.04 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 0021 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -384 Printed: 03 -27 -2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be compile The granting of this permi construction or the perf to this permit. Signature: Print Name: Y N N Y N N N N Y Y N N Number: 0 Start Time: Volumes: Cut 175 c.y. Size (Inches): 0 End Time: Fill 475 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non - Profit: N Public: 2) 'ned this permit and know the same to be true and correct. All provisions of law and ordinances , whether specified herein or not. oes not pre e to give authority to violate or cancel the provisions of any other state or local laws regulating of work. I am authorized to sign and obtain this development permit and agree to the conditions attached Date: 2 7 () 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special doc: IBC -7/10 D12 -384 Printed: 03 -27 -2013 inspection agency and shall be submitted t - Building Official prior to and as a condition final inspection approval. 7: 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. 8: 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. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: 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. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All wood to remain in placed concrete shall be treated wood. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 17: 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. 18: 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. 19: 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. 20: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 22: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 23: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 24: ** *FIRE DEPARTMENT CONDPPIONS * ** 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 27: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating doc: IBC -7/10 D12 -384 Printed: 03 -27 -2013 and/or adding sprinkler heads. (IFC 901.4) 28: Sprinklers shall be installed under fixed o kl structions over 4 feet (1.2 m) wide such as duct decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 29: All new sprinkler systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 30: U.L. central station supervision is required. (City Ordinance #2327) 31: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 32: When subject to vehicular damage, protective guard posts or curbs axe required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 33: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 34: All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 6.7.4.1, 6.7.4.2) 35: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13- 6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 36: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser ". (NFPA 13) 37: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 13- 10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 38: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2327) 39: The height of fire department connections ( FDC's) shall be 36 to 48 inches above grade. 40: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 41: Fire department connections ( FDC's) shall be located within 50 feet of a fire hydrant. 42: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2328. 43: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 44: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2328) 45: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 46: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 47: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinlder risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire doc: IBC -7/10 012 -384 Printed: 03 -27 -2013 Department. The lockbox should be mount that it is readily visible and not over 60 incgh. (City Ordinance #2328) 48: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 49: 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) 50: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 51: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 52: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 53: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 54: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 55: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 56: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 57: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 58: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 59: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 60: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 61: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 62: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high doc: IBC -7/10 D12 -384 Printed: 03 -27 -2013 contrast with the background and shall be cl discernible when the exit sign illuminatio arts is or is not energized. If an arrow is provided as part of xit sign, the construction shall be such that ow direction cannot be readily changed. (IFC 1011.5.1) 63: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 64: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot -candle (11 lux) and a minimum at any point of 0.1 foot -candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot -candle (6 lux) average and a minimum at any point of 0.06 foot -candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to- minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.4) 65: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 66: FIRE LANE - NO PARKING areas were declared at your complex because of less than minimum clearances for fire department vehicle access. These areas are in need of re- signing or repainting per City Ordinance # 1846 and Uniform Fire Code Section 10.206 as amended. Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 67: Maximum grade for all projects is 15 %. 68: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 69: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 70: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 71: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 72: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 73: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 74: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector) and (Stacy MacGregor, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 431 -0179. 75: Contractor shall notify Public Works Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 76: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 77: Prior to issuance of this permit, Owner /Applicant shall provide a completed Traffic Concurrency Certificate Application and pay a test fee in the amout of $3,000.00, under Public Works permit no. C 13 -003. 78: PRIOR TO ANY WORK WITHIN THE CTIY RIGHT -OF -WAY, PRIOR TO ISSUANCE OF THIS PERMIT, APPLICANT /OWNER SHALL SIGN W/NOTARY A HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT -OF -WAY. 79: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with Public Works Inspector for any work after 5:00 p.m.. 80: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. doe: IBC -7/10 D12 -384 Printed: 03 -27 -2013 81: Any material spilled onto any street shall cleaned up immediately. 1 82: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 83: Driveway shall comply with City commercial driveway standard detail RS -09. Driveway width shall be a 25' minimum and 35' maximum. 84: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 85: 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. 86: The Land Altering Permit Fee is based upon an estimated 175 cubic yards of cut and 475 cubic yards of 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. 87: 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. 88: 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. doc: IBC -7/10 D12-384 Printed: 03 -27 -2013 CITY OF TUK'.A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Peat No. Project No. Date Application Accepted: Date Application Expires: (7 12_ - (P 12� . It- OS o i) (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address 2- 0 K. / 1/ e x1 I Tenant Name: King Co Assessor's Tax No.: x37 — 04, 70 Suite Number: PROPERTY OWNER Name: I 1-/o „j Address: if , 6 3 Nr ,e9 \a Name: ED tcctiA. et 11.0 ( z.... 4. Phone: 2 33/../s-2# Fax: LC 6 ys -9e -y Email: ` / /Gk - tro 1444, a[ /0 171414,,-/- co Lt,, Address: 76 3 Z ,, 43? A (� City: P©rp Architect Name: / CI Ll tA City: S� State: /. ,A1 Zip: er,4- CONTACT PERSON - person receiving all project communication Name: I 1-/o „j Address: if , 6 3 Nr ,e9 \a Q City: ,(. ' e State: 1�Ji� Zip: f/ Phone: 2 33/../s-2# Fax: LC 6 ys -9e -y Email: ` / /Gk - tro 1444, a[ /0 171414,,-/- co Lt,, GENERAL CONTRACTOR INFORMATION Company Name: ',w kca GL l.4.._ :r 1`CJ L L. G Address: 06 2 c ��'14 7, /k. 't City: /' Qilo State: Zip: Arm--- �)0 Phone: 6 z./it.-2ifax: 2496 es-ye - , /ate: Contr Reg No.: Exp D KMEL+'&4'M 7_2„. 1.3 Tukwila Business License No.: H:\Applications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Floor: New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Name: rift,i t '►tRi Company Name: D �� j CLt�* .fl ua g Company Name: "c-7-7 7© S t / Address: p O ©�E 21,..c2. City: P©rp Architect Name: / CI Ll tA Zip: 2 L esIt ettWer dcp1.t Address: 3S/ " � ::)71-4 ! ` - City: ,(te State: Zip:17 20 Phone: 1 rt ` ),216)010 11 Fax: Email: ENGINEER OF RECORD Name: rift,i t '►tRi Company Name: D �� j CLt�* .fl ua g Engineer Name: _/ CIAY Address: p O ©�E 21,..c2. City: P©rp City: /, �-,' 4 State: i , W tt4 c� Ga Q to Zip: 2 L esIt Phone: 2 4 ? Sl=ax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: rift,i t '►tRi 4'CL ►C ` .fl ua g Address: 7), © ^22a. Ze..?_.L City: P©rp State: Q2 All 72L4 Page 1 of 4 BUILDING PERMIT INFORMATIO206- 431 -3670 Valuation of Project (contractor's bid price): $ if 00 Describe the scope of work (please provide detailed information): /f/•e tA) s C)t ' Existing Building Valuation: $ 0 Will there be new rack storage? ❑ ....Yes [v3'No If yes TVOUg. Provide All Building Areas in Squa e arate permit clan submitt '11 be required. "F 2(.1 R2 — ` ) • . PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: - &" Compact: ' 5-- Handicap: 2-- Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: le Sprinklers E Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure Type of Construction per IBCC Type of Occupancy per IBC 1St Floor 0 nNew�� lX Ne ? ' ' A 1 , +� l & Mi l _ 2 "d Floor�� V 1 g 1 L_ 3rd Floor © T �} (A. n " Floors thru 0 Basement 0 Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck 0 0 Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: - &" Compact: ' 5-- Handicap: 2-- Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: le Sprinklers E Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFVIATION — 206 - 433 -0179 Scope of Work (please provide detailed information): ffm t Imo.- f r ti L V( Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #I25 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑Valley View ❑ ...Sewer Availability Provided Highline 0... Renton 0... Renton 0... Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SSuub., fitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") Technical Information Report (Storm Drainage) ❑ .. Bond 0... Insurance 0... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - No Disturbance ❑ .. Construction/Excavation /Fill - Right -of -way ❑ Non Right -of -way r... Total Cut Q.. Total Fill cubic yards cubic yards [Sanitary Side Sewer ❑.. ❑ .. Cap or Remove Utilities 0.. r Frontage Improvements ❑.. ❑ .. Traffic Control 0.. a.. Backflow Prevention - Fire Protection if Irrigation f " Domestic Water f ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public 0... Geotechnical Report 0... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0... Right-of-way Use - Profit for less than 72 hours ❑ ... Right -of -way Use — Potential Disturbance 0... Work in Flood Zone O... Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line WO # WO # WO # Private Private ❑ ❑ ... Grease Interceptor ❑ ... Channelization ❑...Trench Excavation ❑... Utility Undergrounding (2) " WO # (3) (2) " WO # (3) ❑ .. Deduct Water Meter Size " WO# " WO# 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: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O r' f i � ZED A e NT: Signature: Print Name: To, Oct_ Mailing Address: t % 3 2 tiC ,f750-1 V �r HA Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Date: ( ` g- Day Telephone: Z 2 (- fS 24 cceo &'17 W‘)-- City State Zip Page 4 of 4 • BULLETIN A2 1 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME N C M t `0 k Catot Cat PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention $ Lm o boo Water /Sewer /Surface Water 4{o00 $ Road/Parking /Access s---/ 0,0 A. Total Improvements (D( e�O 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 2J $250 (1) 5. Enter total excavation volume Enter total fill volume 1.7 cubic yards LOS- cubic yards $ r (4) $ Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 i 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 7. co (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) $ (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 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per 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 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 1 00,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 5379800670 Address: 4220 S 164 ST TUKW Suite No: Applicant: MCMICKEN COURT BUILDING RECEIPT Permit Number: Status: Applied Date: Issue Date: D12-384 ISSUED 12/07/2012 03/27/2013 Receipt No.: R13 -01399 Initials: BLE User ID: ADMIN Payment Amount: $8,920.26 Payment Date: 04/23/2013 12:34 PM Balance: $0.00 Payee: BAUMIESTER, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 08516Z 8,920.26 ACCOUNT ITEM LIST: Description Account Code Current Pmts FIRE IMPACT FEES 90830402.5000.5304.XXXXX STATE BUILDING SURCHARGE 640.237.114 Total: $8,920.26 8,902.26 18.00 rinr.• RPraint -OR PrintArl• (14 -23 -7(113 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01398 Payment Amount: $17,157.06 Initials: BLH Payment Date: 04/23/2013 12:21 PM User ID: ADMIN Balance: $0.00 Payee: BAUMIESTER, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 08516Z ACCOUNT ITEM LIST: Description 17,157.06 Account Code Current Pmts FIRE IMPACT FEES 90830402.5000.5304.XXXXX PARK IMPACT FEES 90330109.5000.5301.XXXXX 3,452.14 13,704.92 Total: $17,157.06 rinr. RPr.Pint -t1R PrintM t14 -71-7(11 City of Tukwila Department of Community Development 6300 SouthcenterBoulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUICW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01374 Payment Amount: $- 26,077.32 Initials: BLH Payment Date: 04/23/2013 12:33 PM User ID: ADMIN Balance: $0.00 Payee: CORRECTION ERROR TRANSACTION LIST: Type Method Descriptio Amount Payment Void Authorization No. 08516Z ACCOUNT ITEM LIST: Description - 26,077.32 Account Code Current Pmts FIRE IMPACT FEES STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES 90830402.5000.5304.XXXXX 640.237.114 104.345.840.00.00 - 8,902.26 -18.00 - 17,157.06 Total: $- 26,077.32 rinn. Rar.Pint -06 Printari• 04 -93 -9013 City of Tukwila Department of Comnuinity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 -431 -3665 Web site: http: / /www.Tukwila WA .gov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01374 Initials: User ID: JEM 1165 Payment Amount: $26,077.32 Payment Date: 04/22/2013 07:37 AM Balance: $0.00 Payee: BAUMIESTER, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 08516Z ACCOUNT ITEM LIST: Description 26,077.32 Account Code Current Pmts FIRE IMPACT FEES STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES 90830402.5000.5304.XXXXX 640.237.114 104.345.840.00.00 8,902.26 18.00 17,157.06 Total: $26,077.32 doc: Receiot -06 Printed: 04 -23 -2013 �J��It.A wqs City of Tukwila C 190a Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 5379800670 Address: 4220 S 164 ST TUKW Suite No: Applicant: MCMICKEN COURT BUILDING RECEIPT Permit Number: Status: Applied Date: Issue Date: 1)12-384 ISSUED 12/07/2012 03/27/2013 Receipt No.: R13 -01374 Initials: JEM User ID: 1165 Payment Amount: $26,077.32 Payment Date: 04/22/2013 07:37 AM Balance: $0.00 Payee: BAUMIESTER, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 08516Z ACCOUNT ITEM LIST: Description 26,077.32 Account Code Current Pmts FIRE IMPACT FEES STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES 90830402.5000.5304.XXXXX 640.237.114 104.345.840.00.00 8,902.26 18.00 17,157.06 Total: $26,077.32 �1nr. RAraint -0A Printed• 04 -72 -9013 A City of Tukwila Department of Comnnmi0y Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.tov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01138 Initials: User ID: Payee: JEM 1165 Payment Amount: $- 26,601.76 Payment Date: 03/27/2013 10:55 AM Balance: $0.00 PLAN /DEV SHOULD BE TRAFFIC MITIGATION TRANSACTION LIST: Type Method Descriptio Amount Payment Void 5423 - 26,601.76 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PLAN /DEV CONTRIBUTIONS PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE 000.322.100 104.367.120 00.00 000.342.400 000.345.830 000.342.400 640.237.114 - 9,031.20 - 17,157.06 - 107.00 -37.00 - 265.00 -4.50 Total: $- 26,601.76 doc: Receiot -06 Printed: 04 -23 -2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.t.tov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01138 Initials: User ID: JEM 1165 Payment Amount: $26,601.76 Payment Date: 03/27/2013 10:50 AM Balance: $0.00 Payee: HAMAD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5423 26,601.76 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PLAN /DEV CONTRIBUTIONS PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE 000.322.100 104.367.120 00.00 000.342.400 000.345.830 000.342.400 640.237.114 9,031.20 17,157.06 107.00 37.00 265.00 4.50 Total: $26,601.76 doc: Receiot -06 Printed: 04 -23 -2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 -431 -3665 Web site: http: //www.TukwilaWA.gov Parcel No.: 5379800670 Address: 4220 S 164 ST TUKW Suite No: Applicant: MCMICKEN COURT BUILDING RECEIPT Permit Number: D12-384 Status: ISSUED Applied Date: 12/07/2012 Issue Date: 03/27/2013 Receipt No.: R13 -01190 Initials: User ID: Payee: JEM 1165 Payment Amount: $26,601.76 Payment Date: 03/27/2013 10:58 AM Balance: $0.00 HAMAD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5423 26,601.76 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES 000.322.100 000.342.400 000.345.830 000.342.400 640.237.114 104.345.840 00.00 9,031.20 107.00 37.00 265.00 4.50 17,157.06 Total: $26,601.76 doc: Receiot -06 Printed: 04 -23 -2013 L Aw.q� City of Tukwila �y ti Department of Comnunii0' Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 - 431 -3665 Web site: http://www.TukwilaWA.ii,ov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R12 -03279 Initials: User ID: JEM 1165 Payment Amount: $6,385.28 Payment Date: 12/07/2012 11:15 AM Balance: $0.00 Payee: HAMAD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5417 6,385.28 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 Total: $6,385.28 5,870.28 250.00 265.00 doc: Receipt-06 Printed: 04 -23 -2013 • �tL& w City of Tukwila 1 290a 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5379800670 Permit Number: D 12 -384 Address: 4220 S 164 ST TUKW Status: ISSUED Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: 03/27/2013 Receipt No.: R13 -01140 Payment Amount: $26,601.76 Initials: JEM Payment Date: 03/27/2013 10:58 AM User ID: 1165 Balance: $0.00 Payee: HAMAD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5423 26,601.76 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES 000.322.100 000.342.400 000.345.830 000.342.400 640.237.114 104.345.840 00.00 9,031.20 107.00 37.00 265.00 4.50 17,157.06 Total: $26,601.76 doe: Receipt -06 Printed: 03 -27 -2013 • 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5379800670 Permit Number: D12-384 Address: Status: PENDING Suite No: Applied Date: 12/07/2012 Applicant: MCMICKEN COURT BUILDING Issue Date: Receipt No.: R12 -03279 Payment Amount: $6,385.28 Initials: JEM Payment Date: 12/07/2012 11:15 AM User ID: 1165 Balance: $9,444.70 Payee: HAMAD TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5417 6,385.28 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 Total: $6,385.28 5,870.28 250.00 265.00 dnn. RPCaint -OR Printad• 12 -07 -2019 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 0,(1.4 ikl4_9IJ (101r-r Type of Inspection: FtJAL.- F- rel0,Pk.%LI r ?pto./PC�- Address: L22.0 S I ti Date Called: `-. Special Instructions: N OTE.QPiiik.ca -ie 1.-C. 00C14p,,∎vc. Li 'T L-' ZSSt..0 E.' Date Wanted: _ 1 z 5 -I y �a Requester: Phone No: ® Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 9 n1Pi61 F- rel0,Pk.%LI r ?pto./PC�- Dpp,„-, N.,-, .‘.1 f 4 4,, ( 1-- ( N.) --) I r: 1t9—, l 1,t- Date: -7 -Z5 —'/ EI ISPECTION FEE REQ RED. Prior to next inspection. fee must be a'd at 6300 Southcenter Btvd., Suite :100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project:, (t 1 \-7 ; Q tC NJ (t t'rl Tv ti 1 3S ect_ ,n• r'V / , C, f.-1-71 Addres� S r 10.11 ,�o�aJt' Date Called: Special Instructions: Date Wanted: 7 — /. — 1 q a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Ins i ector: AAA-1 Datg) J SPECTION FEE REQUIRED. Prior to next inspection. fee must be at 6300 Southcenter Bl d.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 biz -3v4 Projf c C ' li r tC R ( TYpeca lv inip ,toi"i L ! l 4 A� 0 c. J l s...1- Date Called: Special Instructions: Date ted: c.2..... 1 `I — C." t 01T p.m. Requester: Phone No: Approved per applicable codes. r3Corrections required prior to approval. COMMENTS: ‘e, co/IA-N.)5 or: L+.+ A•*-, SPECTION FEE RE I UIRED. Prior to next inspection. fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date:7 ly INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Dt!2 3`3(. Pr • ct: icM eiz.EN C',.. 1 Type of Inspection T( Address: 'i220 . 3 I (, ')T Date Called: Special Instructions: Date Wanted: . (j �,`rr Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: nsp or: MAXI A NSPECTION FEE REQ IRED. Prior to rfext inspection. fee must be d at 6300 Southcenter . lvd.. Suite 100. Call to schedule reinspection. 0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project;Q. 1'V , it /s / 0 I �. —TYPe of Inspection Ad Z, S f 64i ( Date Called: 1 .,-k Special Instructions: • Date Wanted: t } 1 �� `l �! i f Request r: _ Phone No: pp •oved per applicable codes. Corrections required prior to approval. COMMENTS: 'A V, 1J1.,t4 1 .,-k � 1 ov A cei a-.r' - E..1 e 0 -f v; 64 1 ■ R� NSPECTION FEE REFIRED. Prior o next inspection, fee must be • aid at 6300 Southcenter Blvd.. Suite 00.. Call to schedule reinspection. a. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 bi 2- 38q Project: n1C MI RN emik`i Type of 11 spection: Rc, ( )411,.,. B.P6 0 W411 Z U( -i4T /o u — Address: Z.a..{� s .1 (vi`, Ira. _IDQSZALA `, O AH3ed../ Special Instructions: Date Wanted: 3 -� rL1 0. Requester: Phone No: 90 e -33 I —1 S Z 9 DgApproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 W411 Z U( -i4T /o u — QQi340cri 2 �: t- fth S -_.A/Sv14- 1- :riv -- AH3ed../ a F ri c mi,Js b 144; oi,/ — appr6vect ect t: MAmin Date: n R INSPECTION FEE RE !RED. PI to next inspection, fee must be paid at 6300Southcenter Blvd., Suite 100. Call to schedule reinspection: • g. INSPECTION RECORD Retain a copy with permit INSPEtf1 N NO. Th CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Projec : 'n icli �1r `tfv l�dlC" Type of Inspection: �--R•AAAI fV6 Address: .Ll72c4 S I4t -I si Date Called: Special .Instructions: Date Wanted: . z...- 2.7- I if C Requester: Phone No: Approved per applicable codes. a'Corrections required prior to approval. 'COMMENTS: n RAIN PECTION FEE REQUJRED. Prior to ne t inspection. fee must be ii at 6300 Southcenter B d.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 612' _ 'c INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 . Permit F, spection Request Line (206) 431 -2451 Project: • -v1' . .1);"4....4/ (1,41/r/- Type of Inspection: — t • 11 _ Centki•d 2 r/00k f44 /t),V6Pr46 t i Addr ss: .� .S ` VA-Sr Date Called: 6 hp/9 cy5i 7/7-, 4/4. — 4/AY Special Instructions: • •£' 4 • Date Wanted: ., — 2. ,_ - /4/ a.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: P A */7 ,r,a / 4,rC► •• ''''ire' X310 LS - ‘ . .t 46;36,1 jYL. sfW i ;vrga p/l,W ' !0 ff4 Centki•d 2 r/00k f44 /t),V6Pr46 t i 4s-r• . / d 14 L09z)N( - 4ppriVe 6 hp/9 cy5i 7/7-, 4/4. — 4/AY s pector- Date: INS CTION FEE REQUIRED. for to nrxt inspection. fee must be p: i• .t 6300 Southcenter Blvd.. Su to 100. all to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 NJ-(1) Dr 2 -38' { Project: Me illAlete0 C iN12 r Type f Insp ti KQ Jtie416flA)C tress: I V'7 I DatW�i�� S Ike* 4-- Special Instructions: Wan ed:! / Date i n I t ( f � ,ate m+` Requeste 1 4 t ' Phg,04.„3,31- n ('57, Approved per applicable codes. O Corrections required prior to approval. COMMENTS: Re) 0 -c chgR-ihi'n.%S I n k-1-4 2 t mi. 6 t1V Date: C 1 t 1 1 /Z1 f 2 CTION FEE REQUIR D. Prior to tiext i ispection. fee must be 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: � MC 1tc ., a..1 Ct( Tylee of Inspection: 1- - PA ItVc r I )QU� Address: r 4.,1-1 e.--)-- Date Called: OA."ve E 1...-11)(3,3.11.911 tL22Q Special Instructions: Date 'Wanted:. (a n • 1 r r -n9. Requester: Phone Ng: ,o &_ &3I - ,x2.41 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: S - % n!S t I A7/04/ -- Ol./Ai°ei r-acr, i4) - R4/.4/ ` .I%l�i.p nspe tor: 'J NSPECTION FEE REQ'IRED. Prior to next inspection. fee must be id at 6300 Southcenter lvd.. Suite 100. Call to schedule reinspection. G Aw , CA IDy- 3 INSPECT!� C INSPECTION RECORD Retain a copy with permit N NO. PERMIT NO. TY OF TUKWILA BUILDING DIVISION b12- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 V., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro 'e t: . IType of Inspection: Address: t't22.0 SIvy Date Called: Special Instructions: Date Warned: Requester: Phone No: oZO( —33 I ~i•7 z 1 ( Approved per applicable codes. Corrections required prior to approval. 2 COMMENTS: to Dg f: 2 7 ...1_,. . r fE NSPECT ON FEE RE UIRED. Prio, to next inspection, fee must be !pad at 6300 Southcenter lvd.. Suite 100. Call to schedule reinspectiorr. -�,._ Irf p-ct.r: 3 .F.-1 Y) TO OTQ Wr-fes, .4 /, INSPECTION RECORD Retain a copy with permit . I2 '3 8 LI INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P' 6300 Southcenter. Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: T Type of Inspection: Address: D Date Called: j 0 8V.) 2f IfiAd-9 Title . ',A-F ec Special Instructions: D Date Wanted:. a aa.m�' Requester: Phone No: a 0(o- 3 3 I - )62- IApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: C1: irn- taP3 <N`t h1. L ^k as In j 0 8V.) 2f IfiAd-9 Title . ',A-F ec 3 isz /r ( rte, ua -- Pp?? �cr. V-. Inspe 6r: RE)NSPECTION FEE REQUIRED. Prior to rfext inspection, fee must be add at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: - INSPECTION RECORD Retain a copy with permit n12-3e INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ( i1110.)Vile RFk\ R7►1 H. Type of Inspection: .='QL}i- 1 I F .„.7:,?) 6 C 'Fri - A/Ff ri(/ Address: t- I2.ac) S ) by 1 Date Called: r Special Instructions: Date Wanted:. ' 4 1(� -' 13 ci p. Requester: Phone No: x,06- 33/--/52V jApproved per applicable codes. Corrections required prior to approval. COMMENTS: J 0 Z/F,c-fite_ _z-Al p♦AC'er F .„.7:,?) 6 C 'Fri - A/Ff ri(/ ',...1.) PO /7 A/ — Re, S M or /? o .— 4 - Ap p r/A4 ,t' /Cs ,A,' /- bier; .1 /A /4° -2 S d 0 P 4 Atet 4 r - /„ r'- A/ in /0.47 1160 .54(c7/1/ A 1 /,vsn /. (!e1!^ i4:v A,h mss° a . /l��l.,/ /1 r -5,2R,4 Ittor: Date: R � E 1 SP ION FE REQUIR . Prior to npt inspection. fee, m be. J 300 Southcenter Blvd Suite 100.• all to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 DIZ- 4.? Project: lfY e.6 )1C 1 A ONZT Type of Inspection: , Qi e `6 etvasi et (I - s.& Address: L02b 5 rbh'ST Date Called: Special Instructions: 9 11 Yr Date Wanted: Reque�5ter: Phone No: _ a.a6- 31'1.52 %Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: ? - /3 (RE SPECTION FEE R QUIRED. Pri r to next inspection. fee must be Old at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. r r' '1; K. • INSPECTION NO. INSPECTION RECORD Retain a copy with permit V2-- 3S PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr ect: tC »r) COG( r t Type of Ins ection: 5� G7 Aown� you - 4ra;nS Address: t4 7.7.(7 ' s rG�r st- Date Called: 9 I r 3 Special Instructions: Date Wanted:. ��m._ Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: G7 Aown� you - 4ra;nS (ns .r�(fea( 4-0 Sd-c. (I& aroe 5 . G (1•- lo Inspector: `J5 Date: / � q 3' ( 3 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 Project: ./%, ifici1te Afri'ed GfS-P Type of spection: O va <5, Address: Suite #: S /4' 71/71` r Contact 4erson: r: :.. Special Instructions: Pre -Fire: Phone No.: . Approved per applicable codes. Corrections. required prior to approval. COMMENTS: Sprinklers: Date: ... Hood & Duct: — pAs5 Pre -Fire: ((51 rf ..oc Permits: Occupancy Type :.: OK - (/a f ,L N W )iv,,y &A O 5,rr ,v � r..•- -- P . .SAS! 1,',11.1)... 4 /a�5 _ Y` r Needs Shift Inspection: Sprinklers: Date: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type :.: Inspector: /./6�yj S.; Date: //51/5/- / 5// Hrs.: "/ / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc . 6/11/10 T.F.D. Form F.P. 113 7 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit DIZ -3 13 -5- /9b PERMIT NUMBERS CITY OF TUKWILA FIRE - DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: e till( cite -� (otitrrS Type o Inspection: ri4 Address: Suite #: . Z7.o 5. (, Occupancy Type: Person: Special Instructions: ern ,5 e Phone No.: • Approved per applicable codes.' Corrections required prior to approval. COMMENTS: i Sprinklers: Fire Alarm: -.---- 6,e/4e, 6-14aA'' °tea Monitor: Pre -Fire: - 3./7 _ / 0( Occupancy Type: A' o iy1d Or ern ,5 e N a h 44 /, //a■ ‘Ads 0 p /1 0(y / sr 4/10(e-ii. /w bb s/Aefr Gv9A Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: - Permits: Occupancy Type: Inspector: Date: Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 ! Z r INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit • PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 X06 -575 -4407 Project: 'n , `� - k lA „ti :. Type of I , pection: G� v�� �0 Address: Suite #: (/Z � .� `/ - / G Y 57" Contact P rson: ��,/ Special Instructions: • OK AV C.."vQ 1 ,. 2ND i 3RD flan r OKA L Phone No.: i7(7&) 37/- /$2..7 Approved per applicable codes.: Corrections required prior to approval. COMMENTS: „ti •y Wr6 Hood & Duct: Z20 ( € j3 VC Z`L � `/� `' —' ' Pre -Fire: �l I` Occupancy Type: OK AV C.."vQ 1 ,. 2ND i 3RD flan r OKA L '-- 1 C Needs Shift Inspection: Sprinklers: . Firevi.4larm: Hood & Duct: ro Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, s 13 , Date:2/037i V Hrs.: 1. 2 S , , 7 $100.00 REINSPECTI6N FEE REQUIRED. You will receive an invoice from 1 the City of Tukwila Finance Department. Call to schedule a reinspection. 'Billing Address r ar Attn: Company Name: 4e f .Address: City: State: I 'Zip: a Word /Inspection Record Form.Doc 6/11/10 Form F.P. 113 : -•- __ rr 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 'b\Z — R3 `L PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: ot ( `� ! , ,y Hood & Duct: ilkAO !V'7Z @ ( Type of Inspection: Address: / Suite #: `2- S . 1( `\ • 51— Person: Special Instructions: 1\recovzcA SA.- 41 P�L..A Phone No.: Approved per applicable codes. YCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: ilkAO !V'7Z @ 2/b s,- Permits: Occupancy Type: 1\recovzcA SA.- 41 P�L..A 91 P.T..)s Noc Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:T� c -� Date: znvjy Hrs.: /, c) $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 GEOTECH CONSULTANTS, INC. 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 425- 747 -5618 FAX 425- 747 -8561 J08 LOCATION 4fr / if EP i GENERAL CONTRACTORS SUPERINTENDENT =/ #4400 GENERALCONTRA TOR t3•'rime GRADING CONTRACTOR DAILY FIELD REPORT TRAVEUPREP TIME TIME ON SITE /OA A / 'A /4,0- TIME OFF SITE HOURS CHARGED CLIENT /OWNER JOB NUMBER ,20 " DATE .3 /ao %s DAY OF WE_EK ��' /y WEATHER 4 y 4/4Zei 4447641 M PERMIT NUMBER GRADING SUPERINTENDENT VISITORS PAGE if OF / eAL 4 ..kines/2 .o ca✓4 4 Ack/JJuq of It f4 tt See skeiek /OW. -74 ecpw 14, Aximide.f" Aut. 17Z- �Qr� , .w X99 `ic lvedefite.1 i. 5 e C 7 uC botAd w s c j 5* Ds 3,‘ /h .t Ate Criri 44(11.44.- XN/ eft4.44 Metfa. / 5UGGASS QKea�O. ,1;J dpi�� #1,!4di- 74- 6:94/~i)�:� 0-o71410ac -fir mac. bS' L a �rc �lr ��i / ?W.; e petei�bb�4 4444 ; Sb`m &eel( 1146Tc 11 -L © r3 &Ca 446 I/�'LC�/.. Afro hd .�e Ve4 thtiLiede 1 AIMit S) s P G 15 � '�- / /L� A.. d t os�rllPaG7i K/G p 'L- 74 ae _ _;,:.a °.,z( is .4cce %al k 1 1 #2t op;.0 t � 4)6 t' os Apt z�) 2 coo w M'- std dad co� / vi -0/a - 46. 2lcdphI o�GG'6/C�Xi.�i /r.�rer� svµg ArldrlW ft2� r ! -.str� „✓eo(. du. �. C.o..7i -►2e.r •y2 d.. 3/ i/e, • 74 ph)z � ti.�I etc .6314-4s.,,e 7 eZN 6 l e,,x v44 Sleek" NO .kM S 4414 sr — �l s EKe_4t/ Aed cxe.4 va1e L 1/4,, i/iSv>s NEXT SITE VISIT: COPY TO: 2009 Washin • ton State Ene • Code Com • Iiance Forms for Nonresidential and Multifamil Building Permit Plans Checklist 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential ENV -CHK Revised February 2011 Project Address 4228 8. 164th Street, Tukwila NA 98188 'Date 2/25/2013 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes no,na)r Code ISectiorllComponent 'Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) .,,�W �, �i 1301 Scope ... Unconditioned spaces identified on plans allowed - b'b' e 13102 Semi- heated spaces Seml-heated spaces identified on plans If allowed n/a n/a TF;)101 1310.3 Cold Storage / refrigerate All refrigerated spaces identi tied on plans. ENV -RFG completed. 1311 Insulation 1311.1 General installation Indicate installation nethod, densities and clearances to achieve ��- intended R -value of all insulation materials lithipaw.o_o 13112 Roof /ceiling Insul. Indicate R -value on roof sections for attics and otherroofs; feb Indicate clearances for attic insulation; ' -- - Indicate baffles if save vents installed; P. Indicate face stapling of faced batts A0 . o1 -. A3.02 -' 1311.3 Wail insulation Indicate R -value and framing material on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate mass of masonry walls if mass wall claimed Indicate loose -fill core insulation for masonry walls as necessary Indicate frequency of grouted cores and bond beams as necessary A0.00 _ .. • 1311.4 Floor Insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents. A0.01 A3.01 J I E WC D CODE COM P pp pp `/ APPRO tl 1311.5 Slab-on -grade floor Indicate R -value on wail section or foundation detail; Indicate slab Insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A0.00 1'3.02 MAR 2 2 1311.8 Radiant floor Indicate R -vatue on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire dab where req'd. by Official n/a City of Tu( 1312 Glazing and doors Provide calculation of vertical and overhead glazing area as percent of gross wall area A9.01/02 rJ 1 r I LD I N G D 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if default then spedfy frame type, glazing layers, gapwidth, low-e coatings, gas filling AY. U1 ' A9.02 13122 SHGC 8 SC Indicate glazing solar heat gain coeffldent or shading coeffident on glazing schedule (provide area - weighted calculations by orientation as necessary) A9.01 A9.02 1313 Moisture control 1313.1 Vapor retarders Indicate vapor retarders applied to wane side of Insulation as below 1313.2 Root/ceiling vap.ret. Indicate vapor retarder on roof section; or lid exception Indicate vap. retard. with sealed seams for non -wood structure A3.02 1313.3 Wail vapor retarder Indicate vapor retarder on wall section A0.00 1313.4 Floor vapor retarder Indicate vapor retarder on floor section A0.01 1313.5 Crawl space vap. ret. Indicate required grade ground cover with required overlapping. n/a 1314 Air leakage 1314.1 Bldg. envoi. sealing Indicate sealing, caulking, gasketing, and weatherstripping 13142 Glazing/door sealing Specify maximum air leakage rates for fenestration and door products A9.01/02 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing 1314.4 Recessed Lighting Fixtur Indicate IC rating, ASTM E283 cert., and gasketing or caulking to ceiling n/a 1314.5 Loading Dock Seal Indicate weatherseal at cargo and loading dock doors n/a 1314.8 Continuous Alr Barrier indicate air barter sealing on all roof, wall 8 floor details Indicate leakage testing method. Provide testing results to building official. Max. leakage of 0.40 dm/ t2 at 0.3 inch w.g. n/a PRESCRIPTIVE PERFORMANCESSections 1320 -1323) ENV-SUM Form Completed and attached. x 1323 Glazing Indicate number of glazing panes and location of emissivity coaling or exception taken A9.01/02 COMPONENT PERFORMANCE (Sections 1330 -1338) ENV-SUM, ENV -UA, 8 ENV -SHGC Forms Completed and attached. n E x H "no- Is shown for any question, provide explanation: CORRECTION MAR 14 2013 FOR LIANCE ED 013 cwila VISION RECEIVED CITY OF TUKWILA bad. 384,p,Ks MAR 1 1 2013 PERMIT CENTER 2009 Washin ton State Ene Code Com .fiance Forms for Nonresidential and Multifamil Envelope Summary .) Zone 1 Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address 4228 S. 164th Street, Tukwila WA 98188 Date 2/18/2013 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) For Building Department Use Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by WaII Area times 100 equals % Fenestration Applicant Name: Baumeister yyc Applicant Address: 4632 tZ 89th Street, Seattle >m 98115 Applicant Phone: (206) 331 -1524 Project Description El New Building ❑ Addition ❑ Alteration El Change of Use Compliance Option Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Occupancy Group 0 Nonresidential 0 Multifamily Residential Climate Zone 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation These fenestration and wall values am calculated per inputs provided in the ENV -UA form. In the electronic form fhaset Its a.4.f -Rll and cennotbe eal+ed Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by WaII Area times 100 equals % Fenestration 576.0 - 5651.0 X 100 = 10.2% Semi- Heated Path 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as Ono prescriptive path and must be calculated separately from other conditioned spaces. Limited to reduced wall insulation levels. Requires other fuel heating and qualifying thermostat Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs - Insulation Above Deck Non -Metal Frame Roofs - Metal Building 0.32 Metal Frame Roofs - Single Rafter 38.0 Roofs - Attic and All Others 0.40 Skylights - Without Curb Walls - Mass Skylights - With Curb Walls - Metal Building Opaque Doors - Swinging Walls - Steel Framed 0.40 Opaque Doors - Non-Swinging Walls - Wood Framed and Other 21.0 Floors - Mass Vertical Fenestration Floors - Steel Joist Floors - Wood Framed and Other 30.000 Skylights Maximum F- factors Slabs -on -Grade - Unheated Slabs -on -Grade - Heated 10.00 Notes: Envelope Requirements ( continued ) Maximum U- factors Vertical Fenestration Non -Metal Frame 0.32 Metal Frame Entrance Door 0.40 Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging 0.40 Opaque Doors - Non-Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights 2009 Washin on State Ener• Code Com • Hance Forms for Nonresidential and Multifamil Envelope Summary (back) Zone 1 Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Minimum Requirements for Prescriptive Option Use table to determine if project qualifies for the optional Prescriptive Option. All components must meet the stated Climate Zone Climate Zone 1 Climate Zone 2 Occupancy Group Opaque Elements Nonresidential Residential, Other than Single - Family Nonresidential Residential, Other than Single - Family Insulation Min. R -Value Roof s Insulation Entirety above Deck R -30 c.i. R -38 c.i. R -30 c.i. Metal Building R -25 + R -11 Ls R -25 + R -11 Ls R -25 + R -11 Ls Single -Rafter R -38 R -38 R -38 Attic and Other R -38 adv or R -49 R-38 adv or R-49 R -38 adv or R-49 R -38 c.i_ R -25 + R -11 Ls R -38 R -38 adv or R-49 Walls, Above grade Mass R5.7 c.i' R-11.4 R -7.6 c.i. Metal Building R -13 + R -7.5 c.i. R-19 + R-8.5 c.i. R -13 +R -7.5 c.i. Steel Framed R -13 + R- 7.5c.i. R -I9 + R -8.5 c.i. R -13 +R -7.5 c.i. Wood Framed and Other R -21 R -13 + R- 6 c.i. R -13 + R -7.5 c.i., or R -21 + R -2.5 c.i. R -13.3 c.i. R-19 + R-16 c.i. R-19 +R-14 c.i. R -21 + R -5 c.i. Below Grade Wall Same as above grade Same as above grade Floor s Mass R -30 c.i. R -30 c.i. R -30 c.i. Steel Joist R -38 + R-4 c.i. R -38 + R-4 c.i. R -38 + R-4 c.i. Wood Framed and Other R -30 R -30 R -30 R -30 c.i. R-38.0 + R-4 c.i. R -30 Slab -On -Grade Floors Unheated R -10 for 24 in. (with thermal break) R -10 for 24 in. (with thermal break). R -10 for 24 in. (with thermal break) Heated R -10 c.i.(with thermal break) R -10 c.i. (with thermal break) R -10 c.i. (with thermal break) R -10 for 24 in (with thermal break) R -10 c.i. (with thermal break) Opaque Doors Maximum U- Factor Swinging U -0.600 U -0.400 0-0.600 Non - Swinging U -0.600 U -0.400 U -0.600 U -0.400 U -0.400 Fenestration 0-40% of Wall Vendee! Fenestration Assembly Maximum U- factor (NFRC Rated), Nonmetal framing 0-0.32 U -0.32 U -0.32 Metal framing U -0.40 U -0.40 U -0.4p0 Entrance doors U -0.60 U -0.60 U -0.60 U -0.32 U -0.40 U -0.60 Skylghcr Without curb (i.e. sloped U -0.50 U -0.50 U -0.50 With curb (i.e. individual unit U -0.60 0-0.60 U -0.60 0-0.50 U -0.60 Fenestration 0-40% of Wall Assembly Maximum SHGC Factor Vertical Fenestration SHGC -0.40 all, OR SHGC -0.45 all PLUS pennanent PF > 0.50 on west, south, east No Requirement SHGC -0.40 all, OR SHGC -0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement Skvlight� SHGC -0.35 SHGC -0.35 SHGC -0.35 SHGC -0.35 The following definitions apply: c i. = continuous insulation, Ls = liner system (see definitions Footnote 1: Zone 1, nonresidential walls may be ASTM C90 concrete block walls, unwonted or partially grouted at 32 8enneenter vertically and 48 inches or less on center horizontally, with =grouted cores filled with material having a maximumabthmtivity of 0.44 Btu- in/h•ft2•JF. 2009 Washin ton State Ener Code Com • Iiance Forms for Nonresidential and Multifamil Envelope UA Calculations Zone 1 Residential ENV -UA 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address 4228 S. 164th street, Tukwila WA 98168 Date 02/18/2013 Occupancy Group 0 Nonresidential 0 Multifamily residential Clear For Building Department Use Climate Zone QQ Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 10.2% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: U- factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page /plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x Aj Target UA U- factor x Area (A) = UA (U x A) 0 8 R= ID: R= ID: R= ID: 0.031 Above Deck Insulation U -0.031 m R= ID: R= ID: R= ID: 0.031 Metal Building U -0.031 4 O R= 38 ID: R1/A1.5, T.10 -7 default R= ID: R= ID: 0.027 4636 125.2 0.027 4636 125.2 Single raft, attic, other U -0.027 Opaque Walls - Above Metal Fill R= ID: R= ID: R= ID: R= ID: 0.057 Steel frame/metal bldg U -0.057 ,c S BR= 3 R =21 ID: W1/A1.6, T.10-5A(1) default R= ID: ID: R= ID: 0.048 4975 238.8 0.057 4975 283.6 Wood Frame, other U -0.057 . o M R= ID: R= ID: R= ID: R= ID: Proposed assembly U- factor from Tables 10 -5 thru 10 -5B 0.090 Mass Wall U -0.090 in s a 0 4T3 i 5 R= ID: R= ID: R= ID: Proposed assembly U- factor from Tables 10-5 thru 10 -5B. Do NOT use Table 10 -1. 0.090 Assumed to be Mass Wall U -0.090 s B m $ O ° U= 0.6 ID: D1/A1.3, T.10-6 default U= ID: U= ID: 0.600 100 60.0 0.40 100 40.0 All Doors U -0.40 o u. R=30 ID: F1 /A1.7, T.10 -4A default R= ID: R= ID: 0.031 9271 287.4 0.029 9271 268.9 Floors U -0.029 _ F- factor x Perimeter = UA(U x A) F- factor x Perimeter = UA (U x A) Slab -n -grade iii i R= ID: R= ID: R= ID: 0.540 Slab -On -Grade U -0.540 1 Heated R =10 ID: F2/A1.7, T.10 -2 default R= ID: Proposed assembly F- factors can use the unheated values in 0.360 Table 10 -2 61 21.9 0.360 61 21.9 Heated Slab -On -Grade U -0.360 *Zone 1 CMU walls meeting Table 13 -1 Footnote 1 can be entered with U -value of 0.15 rather than Table 10 -5b values. Plans must Page 1 rJParly statR fnntnotR rem urampnts Subtotal Area UA 19042 733 I Area UA 19042 739 2009 Washin ton State Ener• Code Com•Iiance Forms for Nonresidential and Multifamil Envelope UA, continued. Zone 1 Residential ENV -UA Project Address 4228 S. 164th Street, Tukwila WA 98188 Date 02/18/2013 Fenestration Area as % gross exterior wall area 10.2% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: Provide NFRC or Table 10-6 U- factor (See Section 1312.1) for fenestration assemby (combined frama anti nia7inn narfnrmanrel See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page /plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x A; Target UA U- factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame U= ID: U= ID: U= ID: U= ID: 0.40 Metal Frame U -0.40 Non -Metal U=0.32 ID: W3/A1.3, T.10 -6 default U= ID: U= ID: U= ID: 0.32 576 184.3 0.32 576 184.3 Non -Metal Frame U -0.32 IMtI entrance U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door U -0.60 ights No Curb U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U -0.50 a v ,.....0 U= ID: U= ID: ID: U= ID: 0.60 Including Curb U -0.60 Page 2 Subtotal Page 1 Subtotal To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Area UA 576 184 19042 733 19618 918 Area UA 576 184 19042 739 19618 924 2009 Washin on State Ener Code Com•Iiance Forms for Nonresidential and Multifamil SHGC Calculation 2009 Washington State Energy Code Compliance Forms f Zone 1 Residential ENV -SHGC Project Address 4228 S. 164th Street, Tukwila WA 98188 Date 02/18/2013 Fenestration Area as % gross exterior wall area 10. 2% prop. 40% Max.Target For Building Department Use Prescriptive PF Credit OO Yes 0 No Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes OO No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skyligh s) shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non -north must comp y separately with skylights being included with the non -north vertical fenestration. Skylights Proposed SHGC List ID & page #, NFRC or glass only SHGC' x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A, ID: ID: ID: ID: ID: Totals North Separate No Req. No Req. North Total 0.35 Criteria SHGC All 0.35 * Note: Manufacturer's SC may be used in lieu of SHGC. Totals Nonresidential compliance is based upon combined skylight and vertical 1 I Totals I fenestration performance. Residential compliance is based upon skylight only. No Residential Vertical Fenestration SHGC Requirement Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Mull" SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: Criteria SHGC All No Req. Prescriptive PF No Req. + +Note: If projection factors or north vertical glazing credit are used Totals then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non -North + Note: Manufacturer's SC may be used in lieu of SHGC. Fenestration that Criteria All Prescrpt PF Totals North Separate No Req. No Req. North Total Total 1 separates conditioned space from a non - conditioned or semi- conditioned space shall be listed here with a proposed SHGC equal to the target value. No Residential Vertical Fenestration SHGC Requirement Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Mule SHGC SHGC Target SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: Criteria All Prescrpt PF Mixed Orientation No Req. No Req. North Separate No Req. No Req. North Total 1 I For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Grand Grand Total Total SHGC x A Area SHGC x A 2009 Washin ton State Ener• Code Com • Iiance Forms for Nonresidential and Multifamil • Target Area Adjustment Calculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential 'Project Address 4228 S. 164th Street, Tukwila WA 98188 'Date Revised February 2011 02/18/2013 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13 -1 & 13-2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. NW = net wall (excludes fenestration, BG, and doors.) DBG = Doors and below grade wall. Total Fenestration = SKY + VF. Gross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= VF= 576.0 0 NW= 4975.0 DBG 100.0 5651.0 Total Fenestration 576.0 Total Fenestration 576.0 X Net AG Wall Area -F 4975.0 Max Fenestration % (Table 13-1) 40.0% Maximum Target 2260.4 100 Maximum Target Fenestration Area 2260.4 Excess Fenestration - 1684.4 0 II baser - 1684.4 Excess Fenestration / Target Fenestration Excess Fenestration Vertical Fenestration metal frame non -metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame/metal Wood /Other frame Mass Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration 576.0 Target Net Wall Area 4975.0 Proposed Area 576.0 Proposed Area Proposed Area 4975.0 5551.0 Proposed Area X X X X X X X X X X X Total Fenestration 576.0 Net Wall 4975.0 Target VF Mult. 1.00 Target VF Mult. Target Net Wall Mutt. 1.00 Excess Fenestration Target VF Multiplier 1.00 Target Net Wall Mult. Sum of Target Target VF Mult. 1.00 Target Area 576.0 Target Area Target Area 4975.0 5551.0 Target Area Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. SHGC target areas in shaded boxes shall be entered as target areas on ENV -SHGC 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope Summary Zone 1 Non- Residential ENV -S.UM. 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address 4228 S. 164th Street, Tukwila WA 98188 Date 2/18/2013 ® Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) For Building Department Use Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration Applicant Name: Baumeister rac Applicant Address: 4632 NE 89th Street, Seattle WA 98115 Applicant Phone: (206) 331 -1524 Project Description El New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd El Systems Analysis Occupancy Group ® Nonresidential 0 Multifamily Residential Climate Zone ® Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation These fenestration and wall values are calculated per inputs provided in the ENV -UA form. In the electronic form coats auk+ -fu and cannot be edited Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 340.0 - 2570.0 X 100 = 13 . 2% .mesa Semi- Heated Path O yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as O n0 prescriptive path and must be calculated separately from other conditioned spaces. Limited to reduced wall insulation levels. Requires other fuel heating and qualifying thermostat Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs - Insulation Above Deck Non -Metal Frame Roofs - Metal Building 0.32 Metal Frame Roofs - Single Rafter 0.40 38 .0 Roofs - Attic and All Others 0.40 Skylights - Without Curb Walls - Mass Skylights - With Curb Walls - Metal Building Opaque Doors - Swinging Walls - Steel Framed 0.40 Opaque Doors - Non - Swinging Walls - Wood Framed and Other 21.0 Floors - Mass Vertical Fenestration Floors - Steel Joist Floors - Wood Framed and Other 30.000 Skylights Maximum F- factors Slabs -on -Grade - Unheated Slabs -on -Grade - Heated 10.00 Notes: Envelope Requirements ( continued ) Maximum U- factors Vertical Fenestration Non -Metal Frame 0.32 Metal Frame 0.40 Entrance Door 0.40 Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging 0.40 Opaque Doors - Non - Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights 2009 Washin ton State Ener Code Com * Iiance Forms for Nonresidential and Multifamil Envelope UA Calculations Zone 1 Non - Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamil ENV -UA Revi Project Address 4228 8. 164th Street, Tukwila WA 98188 Date 02/18/2013 I Occupancy Group Nonresidential Multifamily residential Clear For Building Department Use 1 Climate Zone ® Zone 1 0 Zone 2 Fenestration Area as e% gross exterior wall area 13.2% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: U- factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component ' Provide assembly ID & page/plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x A; Target UA U- factor x Area (A) = UA (U x A) LRoofs oR= R= ID: ID: R= ID: 0.034 Above Deck Insulation U -0.034 2 °_3 2 R= ID: R= ID: R= ID: 0.031 Metal Building U -0.031 = 0 R= ID: R= ID: R= ID: 0.027 Single raft, attic, other U -0.027 Opaque Walls - Above IMetal Frm R= ID: R= ID: R= ID: R= ID: 0.064 Steel frame/metal bldg U -0.064 I Wood /Oth R =21 ID: W1/A1.6, T.10 -5A(1) default R= ID: R= ID: R= ID: 0.048 2104 101.0 0.057 2104 119.9 Wood Frame, other U -0.057 . W R= ID: R= ID: R= ID: R= ID: Proposed assembly U- factor from Tables 10 -5 thru 10 -5B _ 0.150 Mass Wall U -0.150 H c 3 g 0 R= ID: R= ID: R= ID: Proposed assembly U- factor from Tables 10 -5 thru 10 -5B. Do NOT use Table 10 -1. 0.150 Assumed to be Mass Wall U -0.150 E B a Q O d U= 0.6 ID: D1/A1.3, T10-6 default U= ID: U= ID: 0.600 _ 126 75.6 0.60 126 75.6 All Doors U -0.60 B $ " R= ID: R= ID: R= ID: 0.029 Floors U -0.029 F-factor x Perimeter = UA(U x A) F- factor x Perimeter = UA (U x A) Slab -on -grade 8i vs R= ID: R= ID: R= ID: 0.540 Slab -On -Grade U -0.540 EHeated R =10 ID: 72/A1.7, T.10 -2 default R= ID: Proposed assembly F- factors can use the unheated values in 0. 100 Table 10 -2 265 26.5 0.360 J 265 95.4 Heated Slab -On -Grade U -0.360 *Zone 1 CMU walls meeting Table 13 -1 Footnote 1 can be entered with U -value of 0.15 rather than Table 10 -5b values. Plans must Page I dearly state footnote rent iirements Subtotal Area UA 2495 203 Area I2495 UA 291 1 2009 Washin on State Ener Code Com•liance Forms for Nonresidential and Multifamil Envelope UA, continued. Zone 1 Non - Residential ENV -UA ProjectAddress 4228 S. 164th street, Tukwila WA 98188 Date 02/18/2013 2495 Fenestration Area as % gross exterior wall area 13.2% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV -SHGC form. 2: Provide NFRC or Table 10-6 U- factor (See Section 1312.1) for fenestration assemby (combined frame. anti nIa7inn narfnrmannal See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page /plan # for each bldg. element Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame) U= 0.65 ID: W3/A1.3, T.10 -6 default U= ID: U= ID: U= ID: 0.65 340 221.0 0.40 340 136.0 Metal Frame U -0.40 m m 1 Z U= ID: U= ID: U= ID: U= ID: 0.32 Non -Metal Frame U -0.32 MU entrance) U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door U -0.60 lights No Curb , U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U -0.50 Sky ,e v U= ID: U= ID: U= ID: U= ID: 0.60 Including Curb U -0.60 Page 2 Subtotal Page 1 Subtotal To comply: Total 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Area UA 340 221 2495 203 2835 424 Area UA 340 136 2495 291 2835 427 2009 Washin ton State Ener. Code Com • Iiance Forms for Nonresidential and Multifamil SHGC Calculation Zone 1 Non - Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamil Res'd f I ENV -SHGC y en 18 Project Address 4228 8. 164th Street, Tukwila WA 98188 rsea reunion/ A i Date 02/18/2013 Fenestration Area as % gross exterior wall area 13.2% Prop 1 40% Max.Target For Building Department Use Prescriptive PF Credit O Yes 0 No 0.40 340 136.0 Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes ® No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non -north must comply separately with skylights being included with the non -north vertical fenestration. Skylights Proposed SHGC List ID & page #, NFRC or glass only SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: 136.0 Total 102.0 0.35 Criteria SHGC All 0.35 *Note: Manufacturers SC may be used in lieu of SHGC. Totals Nonresidential compliance is based upon combined skylight and vertical Totals' I Re nestration performance. Residential compliance is based upon skylight only. Ad Non -North Vertical Fenestration ++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Mule SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: W3 /A1.3, T.10 -6 default ID: ID: ID: ID: ID: ID: ID: ID: ID: 0.30 1.00 0.30 340 102 0.40 340 136.0 Criteria SHGC All 0.40 Prescriptive PF 0.45 + +Note: If projection factors or north vertical glazing credit are used Totals then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non -North + Note: Manufacturers SC may be used in lieu of SHGC. Fenestration that 340.0 102.0 Totals) 340.0 136.0 Total 102.0 136.0 separates conditioned space from a non - conditioned or semi - conditioned space shall be listed here with a proposed SHGC equal to the target value. North Vertical Fenestration ++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Milt' SHGC SHGC Target SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: Criteria All Prescrpt PF Mixed Orientation 0.40 0.45 North Separate 0.45 0.50 North Total 1 I For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Area SHGC x A Grand 340.0 102.0 Total Area Grand 340.0 Total SHGC x A 136.0 2009 Washin ton State Ener Code Com•Iiance Forms for Nonresidential and Multifamil Target Area Adjustment Calculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential IProjectAddress 4228 s. 164th Street, Tukwila wA 98188 pate Revised February 2011 02/18/2013 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. NW = net wall (excludes fenestration, BG, and doors.) DBG = Doors and below grade wall. Total Fenestration = SKY + VF. Gross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= VF= 340.0 0 NW= 2104.0 DBG. 126.0 2570.0 Total Fenestration 340.0 Total Fenestration 340.0 X Net AG Wall Area 2104.0 Max Fenestration % (Table 13-1) 40.0% Maximum Target I 1028.0 100 Excess Fenestration -688.0 Excess Fenestration / Target Fenestration Excess Fenestration Vertical Fenestration metal frame non -metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame/metal Wood /Other frame Mass Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration Maximum Target Fenestration Area 1028.0 I 0 S lesser -688.0 340.0 Target Net Wall Area 2104.0 Proposed Area 340.0 Proposed Area Proposed Area 2104.0 2444.0 Proposed Area 340.0 X X X X X X X X X X X Total Fenestration 340.0 Net Wall 2104.0 Target VF Muft. 1.00 Target VF Mutt. Target Net Wall Mult. 1.00 Excess Fenestration I Target VF Multiplier 1.00 Target Net Wall Mult. Sum of Target Target VF Mult. 1.00 1.00 Target Area 340.0 Target Area Target Area 2104.0 2444.0 Target Area Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. 340.0 SHGC target areas in shaded boxes shall be entered as target areas on ENV -SHGC engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERVICES @UPSTATEENG INEERING. COM STRUCTURAL CALCULATIONS "I-E Copy Client: BAUMEISTER LLC Project Name: 4228 SOUTH 164th STREET, TUKWILA, WA Scope of Work: STRUC. DESIGN OF (3) -STORY MIXED USE BLDG. Upstate Job #: 0201 Date: 6/22/2012 NOT VALID WITHOUT A WET SIGNATURE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION CORRECTION JOB # 0201 ANDREW M. GAHAN, PE RECEIVE' MAR 14 2013 TUKVVu PUBLIC WORK, RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER LT PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERV ICES @UPSTATEENG I NEERING. COM Calculation Section Guide Lateral Analysis II Gravity Analysis III Shear Wall Schedule /Notes IV Details V Lateral Red Marks VI Gravity Red Marks 0 Calculation 1 j )STATE engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERV ICES @UPSTATEENG INEERING- COM Lateral Analyses Lateral Analysis Lateral Analysis IBC 2009 JOB #: 0201 Description: 4228 SOUTH 164th STREET, TUKWILA, WA Engineer: amg Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3041 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph 2. Wind Importance Factor lw 1.00 3. Wind Exposure Category 4. Internal Pressure Coefficient +/- 55 5. Components and Cladding design pressure +/- 10 psf 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor IE 1.00 2. Short Period Acceleration Ss 1.25 2. 1- Second Accelleration S1 0.4 3. Site Class D 4. Spectral response coefficient Sos 0.83 4. Spectral response coefficient SD1 0.43 5. Seismic Design Category D 6. Seis. Force Resisting System A.13. 7. Design Base Shear 33004 Ibs 8. Seismic Response Coefficient Cs 0.13 9. Response Modification Factor R 6.5 10. Analysis Procedure used Simplified Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix F 1609 [320] ASCE 7 T 6 -1 [77] 1609.4 [325] ASCE7F6 -5[47] ASCE 7 6.4.2.1.1 [24] ASCE 7 T 11.5 -1 [116] F1613.5(1) [348] F1613.5(2) [350] T1613.5.2 [341] EQ 16 -36/38 [340 -2] EQ 16 -37/39 [340 -2] T1613.5.6(1) and (2) [343] ASCE 7 T 12.2 -1 [120] ASCE 7 EQ 12.8 -2 [129] ASCE 7 T 12.2 -1 [120] ASCE 7 12.14 [135] Version 7.0 Pg 0.1 Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (psf) 15 10 10 - 0 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph 2. Wind Importance Factor lw 1.00 3. Wind Exposure Category 4. Internal Pressure Coefficient +/- 55 5. Components and Cladding design pressure +/- 10 psf 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor IE 1.00 2. Short Period Acceleration Ss 1.25 2. 1- Second Accelleration S1 0.4 3. Site Class D 4. Spectral response coefficient Sos 0.83 4. Spectral response coefficient SD1 0.43 5. Seismic Design Category D 6. Seis. Force Resisting System A.13. 7. Design Base Shear 33004 Ibs 8. Seismic Response Coefficient Cs 0.13 9. Response Modification Factor R 6.5 10. Analysis Procedure used Simplified Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix F 1609 [320] ASCE 7 T 6 -1 [77] 1609.4 [325] ASCE7F6 -5[47] ASCE 7 6.4.2.1.1 [24] ASCE 7 T 11.5 -1 [116] F1613.5(1) [348] F1613.5(2) [350] T1613.5.2 [341] EQ 16 -36/38 [340 -2] EQ 16 -37/39 [340 -2] T1613.5.6(1) and (2) [343] ASCE 7 T 12.2 -1 [120] ASCE 7 EQ 12.8 -2 [129] ASCE 7 T 12.2 -1 [120] ASCE 7 12.14 [135] Version 7.0 Pg 0.1 Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4 [231 Basic Wind Speed 85 mph Wind Exposure Category B Wind Importance Factor 1.00 Height & Exposure Adjustment X = 1.05 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7 6.4.2.1 [241 PS = X Kzt I Ps3o Minimum pressures shall not be less than assuming the pressures for zones A, B, C, & D all equal 10 psf, while zones E, F, G, & H all equal zero. Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h 1609.3 [319], F1609 [320] 1609.4 [325] ASCE 7 T 1 -1 [3] & T6 -1 [77] ASCE 7 F 6 -2 [40] ASCE 7 6.5.7.2 [26], F 6 -4 [45] 3 :12 or 14.036 degrees 39 ft 31.5 ft 35.25 ft Zone Pressures, (A)(Iw)(ps3o) ASCE 7 F 6 -2 [381 ASCE 7 EQ 6 -1 [24] ASCE 7 6.4.2.1.1 [24] ASCE 7 6.2 [22] 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EON GOH 1 16.42 -4.54 10.95 -2.50 -14.52 -9.98 -10.10 -7.60 -20.30 -15.89 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6 -2 [371 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. F x= E(p sx-x) x =A Diaphragm (x = 3) I.h.d. (ft) = 63.5 a (ft) = 6.35 Areas 2a (ft) = 12.7 Forces Diaphragm (x = 2) I.h.d. (ft) = 63.5 a (ft) = 6.35_ Areas 2a (ft) = 12.7 Forces Diaphragm (x = 1) I.h.d. (ft) = 61.5 a (ft) = 6.15 Areas 2a (ft) = 12.3 Forces Front to Rear A B C D 127 222 190 333 Fx( 2325 Fxmin = 8720 Front to Rear A B C D 254 0 381 0 Fx = 8343 Fxmin = 6350 Front to Rear A B C D 258 0 387 0 Fx = 8474 Fxmin = 6450 Side to Side A B C D 178 0 360 140 Fx = 6515 Fxmin = 6780 Side to Side A B C D 254 0 476 0 Fx = 9383 Fxmin = 7300 Side to Side A B C D 258 0 487 0 Fx = 9569 Fxmin = 7450 Version 7.0 Pg 1.1 Seismic Design IBC 2009 Site Clasification, Criteria Selection, & Minimum Design Lateral Force Occupancy Category II Seismic Importance Factor IE 1.00 Seismic Design Category Site Class Short Period Acceleration 1- Second Acceleration Seis. Force Resisting System Response Modification Factor D D Ss 1.25 Si 0.4 A.13. R 6.5 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 Site Coeffiecient, Fv 1.6 Substitute equations 16 -36 & 16 -37 into 16 -38 & 16 -39 respectively, SDS= 3•Fa-Ss SDS =0.83 2 S D1 =3•F v•S 1 Spt = 0.43 Simplified analysis, Seismic base shear ASCE 7 12.14.8 [141] V = (F SpS /R) W Where: F =1.2 for (3) -story Vertical Distribution, Forces at each level ASCE 7 12.14.8 [141 j Fx = (wx /W) V Fx = 0.154 x wx Effective seismic weight & Forces (Ibs) at Level x ASCE 7 T 1 -1 [3] ASCE 7 T 11.5 -1 [116] T1613.5.6(1) and (2) [343] T1613.5.2 [341] F1613.5(1) [348] F1613.5(2) [350] ASCE 7 T 12.2 -1 [120] ASCE 7 T 12.2 -1 [120] T1613.5.3(1) [341] T1613.5.3(2) [341] EQ 16 -36/38 [340 -2] EQ 16 -37/39 [340 -2] ASCE 7 EQ 12.14 -11 [141] ASCE 7 EQ 12.14 -12 [141] Diaphragm (x = 3) Fx = 13072 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) wx 4772 0 8.75 306 weight (Ibs) 71580 0 13388 84968 Diaphragm (x = 2) Fx = 11088 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) wx 0 4530 8.75 306 weight (Ibs) 0 45300 13388 72075 Diaphragm (x = 1) Fx = 11382 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) wx 0 4530 11.5 266 weight (Ibs) 0 45300 15295 73983 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304 -2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF &PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605.3.2 [3091 For worse case effect with wind load, L & S shall be zero. Equations 16 -17, 16 -18, & 16 -19 become, D +co W 2301.2.1 [451] 2305.1 [466] 1605.1 [308] Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2 [309] D shall be multiplied by two- thirds. For worse case effect with seismic load, L & S shall be zero. 1605.1 [308] Equation 16 -21 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.4 -1 for E (p Q E - 0.2 S Ds D) 0.9 D + 1.4 (0.9 -0.14 SDS) D+ QE 1.4 , simplify & arrange variables Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx Seismic Design Loads, (p/1.4) Fx p = 1.3 ASCE 7 12.3.4.2 [126] Diaphragm For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force (Ibs) Force (Ibs) x = 3 11336 - 8469 x = 2 8255 12198 x = 1 8385 12440 Seismic Design Loads, (p/1.4) Fx p = 1.3 ASCE 7 12.3.4.2 [126] Diaphragm Force (Ibs) x =3 12138 x = 2 10296 x = 1 10569 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, Where, / (v•w)•h - 2 2 /D. w + P•w/ \ 2 (v•w)•h - (0.9 -0.14 S DS) D•W + P•w \ 2. v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D 9 SRI MOMENTS /—AsauT CORNER w � for wind for seismic Version 7.0 Pg 3.2 Wall Line Level c. \`�a,�o p Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max 1 3 F -R Wind Seis VD(x +1) [Ibs] % .: 25 %..1 ' := 25 %.` 16.00 8.75 4 6 -803 -982 VD(x) [Ibs] VT(x) [lbs] L V IBC 2305 TMAx(x) [Ibs]. 2834 3034.55 2834 3034.55 48.83 48.83 58 62 max 80 4.58 8.75 4 6 -239 -326 3.83 8.75 4 6 -202 -282 71 7.50 8.75 4 6 -383 -493 3.42 8.75 4 6 -181 -259 80 13.50 8.75 -144 -216 2 1 3 1 F -R VD(x +1) [Ibs] Wind Seis % ' :50 %0 ' . 50%:',. 22.75 8.75 -1 -87 VD(x) [Ibs] VT(x) [lbs) L V IBC 2305 TMAx(x) [lbs] 5668 6069.11 5668 6069.11 53.75 53.75 105 113 max 31.00 8.75 -242 -368 3 1 3 I F -R Wind Seis VD(x +1) [lbs] % :,.: 25% i I ` 725% `.' 16.00 8.75 4 6 -803 -982 VD(x) [lbs] 2834 3034.55 VT(x) [Ibs] 2834 3034.55 L 48.83 48.83 V 58 62 IBC 2305 max 80 TMAx(x) [Ibs] 4.58 8.75 4 6 -239 -326 3.83 8.75 4 6 -202 -282 71 7.50 8.75 4 6 -383 -493 3.42 8.75 4 6 -181 -259 80 13.50 8.75 -144 -216 4 1 3 I F -R Wind Seis VD(x +1) [Ibs] VD(x) [lbs] VT(x) [lbs] L v IBC 2305 max TMAx(x) [Ibs] Version 7.0 Pg 4.1 Wall Line Level (x) ,��o cSegment p1 o0 Width Tributary loads Wind Seismic Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max 1 2 F -R VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAx(x) [Ibs] Wind Seis 2834 3034.55 25 %` I . 25 %0. 16.00 8.75 4 5 -209 -260 2063.75 2574.11 4897.75 5608.66 48.83 48.83 100 115 max 147 329 366 4.58 8.75 4 '... 25 %`- - 259/6,', 16.00 8.75 4 5 -209 -260 5 311 2063.75 2574.11 4897.75 5608.66 48.83 48.83 100 115 max 147 329 366 4.58 8.75 131 7.50 4 5 279 4 308 154 3.83 8.75 3.42 4 5 311 4 345 329 131 7.50 8.75 147 13.50 4 5 154 163 225 3.42 8.75 4 5 329 366 147 13.50 8.75 4 225 I F -R 246 VD(x +1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L V IBC TMAx(x) [Ibs] Wind Seis 2 1 2 I F -R VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC TMAx(x) [Ibs] Wind Seis 5668 6069.11 2305 max "- =50,dA :I' T... 50 %0-:,.. 35.00 8.75 1 5 -228 -290 4127.5 5148.21 9795.5 11217.3 65.00 65.00 151 173 2305 max 30.00 8.75 1 5 -64 -100 3 1 2 I F -R VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAx(x) [Ibs] Wind Seis 2834 3034.55 25 %` I . 25 %0. 16.00 8.75 4 5 -209 -260 2063.75 2574.11 4897.75 5608.66 48.83 48.83 100 115 max 147 329 366 4.58 8.75 4 5 279 308 3.83 8.75 4 5 311 345 131 7.50 8.75 4 5 154 163 3.42 8.75 4 5 329 366 147 13.50 8.75 225 246 4 I 2 I F -R VD(x +1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L V IBC TMAx(x) [Ibs] Wind Seis 2305 max Version 7.0 Pg4.2 Su- Wall Line Level (x) G4:, p` e, Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max 1 1 F -R VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAX(x) [Ibs] Wind Seis 4897.75 5608.66 25 % : , ," : 25 %2 16.00 11.5 4 5 504 329 595 366 2096.25 2642.23 6994 8250.89 49.00 49.00 143 168 max 242 1127 1320 4.00 11.5 4 5 1127 329 1320 366 242 18.00 11.5 4 5 400 329 474 366 7.00 11.5 4 5 971 329 1139 366 4.00 11.5 4 5 1127 329 1320 366 242 2 I 1 I F -R VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAX(x) [Ibs] Wind Seis 9795.5 11217.3 X50% 50% . 39.00 11.5 386 485 4192.5 5284.46 13988 16501.8 69.00 69.00 203 239 max 733 889 30.00 11.5 733 889 3 I 1 I F -R VD(x +1) [lbs] % VD(x) [Ibs] VT(x) [Ibs] . L V IBC 2305 TMAX(x) [Ibs] Wind Seis 4897.75 5608.66 25% :25% 16.00 11.5 4 5 504 329 595 366 2096.25 2642.23 6994 8250.89 49.00 49.00 143 168 max 242 1127 1320 4.00 11.5 4 5 1127 329 1320 366 242 18.00 11.5 4 5 400 329 474 366 7.00 11.5 4 5 971 329 1.139 366 4.00 11.5 4 5 1127 329 1320 366 242 4 I 1 1 F -R VD(x +1) [lbs] 0 VD(x) [Ibs] VT(x) [Ibs] L v IBC TMAX(x) [Ibs] Wind Seis 2305 max Version 7.0 Pg 4.3 Wall Line L�X� I .c. e a'�o p Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max A 3 S-S Wind Seis VD(x +1) (Ibs] % 29W 7!:;.r29 % :- 16.83 8.75 -334 -277 VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAX(x) [Ibs] 2455.99 3520.08 2455.99 3520.08 51.67 51.67 48 68 max 4.50 8.75 4 4 -239 -166 4.50 8.75 4 4 -239 -166 4.50 8.75 4 4 -239 -166 4.50 8.75 4 4 -239 -166 16.83 8.75 -334 -277 B 1 3 1 S -S VD(x +1) [Ibs] Wind Seis 49 %", _ ' ;.49 %0: 15.00 8.75 2 2 -286 -159 VD(x) [Ibs] VT(x) (Ibs] L V IBC 2305 TMAX(x) [Ibs] 4149.78 5947.73 4149.78 5947.73 56.00 56.00 74 106 max 26.00 8.75 2 2 -719 -663 15.00 8.75 2 2 -286 -159 C 1 3 1 S -S. Wind Seis VD(x +1) [Ibsj % '22% '° 22%., 5.50 8.75 4 4 . -361 -328 VD(x) [Ibs] 1863.17 2670.41 VT(x) [Ibs] 1863.17 2670.41 L 47.50 47.50 V 39 56 IBC 2305 max TMAX(x) [Ibs] 9.17 8.75 4 4 -542 -539 4.50 8.75 4 4 -312 -270 9.08 8.75 4 4 -538 -534 4.58 8.75 4 4 -316 -275 9.17 8.75 4 4 -542 -539 5.50 8.75 4 4 -361 -328 D 1 3 1 S -S Wind Seis VD(x +1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L v IBC 2305 max TMAX(x) [Ibs] Version 7.0 Page5.1 Wall Line Level (x) c. Segment Tributary loads Wind Seismic �G;`�o p`� Width Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max A 2 S-S VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [lbs] L V IBC 2305 TMAX(x) [Ibs] Wind 2455.99 Seis 3520.08 - 29% . ' "" 29 %'4 16.83 8.75 1 5 62 -7 3537.32 2985.96 5993.31 6506.05 51.67 51.67 116 126 max 465 462 4.50 8.75 1 5 465 462 4.50 8.75 1 5 465 462 4.50 8.75 1 5 465 462 4.50 8.75 1 5 465 462 16.83 8.75 1 5 62 -7 B 2 I S -S VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAX(x) [lbs] Wind Seis 4149.78 5947.73 ;`49%;-::' I ,'.'":49%'4 15.00 8.75 1 5 689 678 5976.84 5045.25 1 01 26.6 10993 56.00 56.00 181 196 max 689 678 26.00 8.75 1 5 330 260 15.00 8.75 1 5 689 678 C I 2 I S -S VD(x +1) fibs] % VD(x) [Ibs] VT(x) [Ibs] L V IBC 2305 TMAX(x) [Ibs] Wind Seis 1863.17 2670.41 ' "22% • - -22 %, ;= 5.50 8.75 1 5 255 231 2683.48 2265.21 4546.65 4935.62 47.50 47.50 96 104 max 288 269 9.17 8.75 1 5 135 91 4.50. 8.75 1 5 288 269 9.08 8.75 1 5 138 95 4.58 8.75 1 5 285 266 9.17 8.75 1 5 135 91 5.50 8.75 1 5 255 231 D I 2 I S -S VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [lbs] L V IBC TMAx(x) [Ibs] Wind Seis 2305 max Version 7.0 Page5.2 Wall Line Level (x) c � Segment Tributary loads Wind Seismic G,�o p1 o Width Height wr wra wf wfa T(x) T(x +1) T(x) T(x +1) Seis max A 1 S-S VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) (Ibs] L V IBC 2305 TMAX(x) [Ibs] Wind 5993.31 Seis 6506.05 ' .,29%. -.,2955k,..-..: 6.00 11.5 3038 465 2914 462 3607.48 9600.79 34.00 282 max 3038 3064.99 11.00 11.5 2845 465 2690 462 9571.04 11.00 11.5 2845 465 2690 462 34.00 6.00 11.5 3038 465 2914 462 282 2914 B I 1 I S -S VD(x +1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] . L V IBC 2305 TMAX(x) [Ibs] Wind 10126.6 Seis 10993 , s 50 %0 50 %_ , 23.00 11.5 2841 689 2597 678 6219.8 16346.4 54.00 303 max 3535 5284.46 26.00 11.5 2726 689 2463 678 16277.4 5.00 11.5 3535 689 3405 678 347 54.00 301 347 3405 C I 1 I S -S VD(x +1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L V IBC TMAx(x) [Ibs] Wind Seis 4546.65 4935.62 ` 22%.-- :: .'22 %0]' . 4.50 11.5 5 5 1244 288 1074 • 269 204 2736.71 2325.16 7283.36 7260.79 45.50 45.50 160 160 2305 max 204 1244 1074 14.00 11.5 5 5 719 288 463 269 8.50 11.5 5 5 1023 288 817 269 14.00 11.5 5 5 719 288 463 269 4.50 11.5 5 5 1244 288 1074 269 204 D I 1 I S -S VD(x +1) [Ibs] p/0 VD(x) [Ibs] VT(x) [Ibs] L v IBC TMAX(x) [Ibs] Wind Seis 2305 max . Version 7.0 Page5.3 Shear wall Summary 1 - 3rd 2 - 3rd 3 - 3rd 4 - 3rd A - 3rd B - 3rd C - 3rd D - 3rd 1 - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A - 2nd B - 2nd C - 2nd D - 2nd 1 - 1st 2 - 1st 3 -1st 4 - 1st A -1st B -1st C -1st D -1st Sheathing Shear Flow Sheeting Regm'ts Wind I Seis Max 41 80 75 113 41 80 34 68 53 106 28 56 72 147 108 173 72 147 83 126 129 196 68 104 102 242 145 239 102 242 202 282 216 347 114 204 SW -1 SW -2 1 1 1 1 1 1 1 1 1 1 1 1 2 1 2 2 2 1 1 1 1 1 1 1 1 2 1 1 2 1 2 3 2 4 4 2 Shear Transfer Wind I Seismic 58 62 105 113 58 62 48 68 74 106 39 56 100 115 151 173 100 115 116 126 181 196 96 104 143 168 203 239 143 168 282 282 303 301 160 160 Overturning Values Wind I Seismic 1127 1320 1127 1320 3038 2914 3535 3405 1244 1074 210 347, 196 303. :Y. Shear Transfer Connectors - Co = 1.6, Hem -Fir Connector 16d Nails Z (Ibs) 195.2 Ibs 12.0 1 7.7 1 0.0 0.0 1 0.0 1 0.0 16d Slant Nails (v <150p1f) 162 Ibs 9.9 1 6.4 1 0.0 0.0 1 0.0 1 0.0 Simpson A35 Clip 450 Ibs 27.6 1 17.8 1 0.0 0.0 0.0 1 0.0 Simpson H1 Truss Connector 430 Ibs 26.3 1 17.0 1 0.0 0.0 1 0.0 1 0.0 Simpson DTC Clip 111 Ibs 6.8 1 4.4 0.0 1 0.0 1 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 912 Ibs 55.8 1 36.1 1 0.0 0.0 1 0.0 1 0.0 5/8" Diameter Anchor Bolts (2x) 1328 Ibs 81.3 1 52.6 0.0 0.0 1 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1664 Ibs 101.9 1 65.9 1 0.0 1 0.0 1 0.0 1 0.0 (Of) (pif) 2001NDS T11 N [97] 2001NDS T 11 N [97] Simpson C -2004 [140] Simpson C -2004 [136] Simpson C -2004 [107] 2001NDS T11E [85] 2001NDS T11E[85] 2001NDS T11E[85] Page6.1 )STI TE engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 831.-6261 SERV ICES @UPSTATEENG INEERING - COM Gravity Analysis MIZCZISCI Gravity Analysis 25 PSF Li- VI A LL- 10 PSG r>L 1 0 Psi' PL- 40 PS l-- 3o. 5 .fi o;- ..`"_f Tar S ` 5r f t�+= S" 2- 12,5 7-5 , L— – re-r- 32-� 4-bo Soo 5-4- re + + s5 c0 z-c C_ 1--- /2% 2 4z L-P Id 0 0° 1 .e ---- , €D- L.- - ..-AL:"1 i c-A-r..)-1- . \ cr o ig) re-f- r t 5 14-51-{A- 1 P1-1q— 13 10 RA2, , (..1- •to'■ 7 "2-(, . -7- F-u.• 3 ks, • Rt- LA- PK 0, 1.--- 3o ,,s- 7 1 ' e--4-7-) 7 . 2—c--- zi-or--c-- t 1-z) —2-51; 14 ( 0 , 3 13, 5 ;, 3 Pr- ,--1). R — t.:11- eree.A4 3 (9, 41; cr; 1t,14-t„,L, e5) 1, 1300 +" - 12-9 C)4., 15'0 1,30 - 1411p Se9912,1404he, 3' Upstate Engineering PO Box 952 Lynnwood, WA 98046 206- 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 9:42AM Wood Beam Lic. # : KW- 06003603 Description : 1 REV (RXN ONLY) Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced File :.E: \Lado1201210201Ian Hamad '- 4228.SoutIr 164th StreeS02Ql gravity.ec6 ENERCALC,. INC: 1983-2011,. Build:6:.12.5.23,,.Ver. &:0:25.0 Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Prll 2,900.0 psi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 32.210 pcf i D(0.075) Lr(0.125) i D(0.18) Lr(0.3) Applied Loads Load for Span Number 1 Uniform Load : D = 0.0750, Lr = 0.1250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.180, Lr = 0.30 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.25x22 Span = 30.50 ft 5 "5x22 Span =1.Oft Service loads entered. Load Factors will be applied for calculations. 0.245 1 5.25x22 655.57 psi 2,664.88 psi +D +Lr +H 15.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.263 in Ratio = -0.027 in Ratio = 0.420 in Ratio = -0.043 in Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "2 Defl Location in Span 1392 884 870 552 Desi•n OK 0.137 : 1 5.25x22 39.71 psi 290.00 psi +D +Lr +H 30.500 ft Span # 1 Load Combination Max. " +" Defl Location in Span D+Lr 1 2 Vertical Reactions - Unfactored 0.4205 0.0000 15.250 15.250 D+Lr Support notation : Far left is #1 0.0000 - 0.0434 Values in KIPS 0.000 1.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only Lr Only D +Lr 3.042 1.141 1.901 3.042 3.538 1.327 2.211 3.538 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineedng.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 9:43AM Wood Beam. Lic. # : KW- 06003603 Description : 2 REV (RXN ONLY) Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced File: E:1Lado\2012\0201 Ian Hamad- -4228 South 164th Street102Q1 gravity.ec6 ENERCALC, INC. 1983 - 2011, Build,6.12.5.23,.Ver:6.0.25.0 Licensee : REED & ASSOCIATES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7 -05 E ; Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Density i D(0.075) Lr(0.125) i i 32.210 pcf Applied Loads Uniform Load : D = 0.0750, Lr = 0.1250 , DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 2.6875x11.875 Span = 12.0 ft Service loads entered. Load Factors will be applied for calculations. Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width =1.0 ft 0.248 1 2.6875x11.875 = 683.81 psi = 2,743.80psi +D +Lr+H 6.000ft Span # 1 0.078 in 0.000 in 0.125 in 0.000 in Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1837 0 <360 1148 0 <180 0.163: 1 2.6875x11.875 = 47.37 psi 290.00 psi +D +Lr +H 0.000 ft Span # 1 Load Combination Max. " +" Defl Location in Span D+Lr 1 Vertical Reactions Unfactored 0.1254 6.060 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only Lr Only D+Lr 1.200 0.450 0.750 1.200 1.200 0.450 0.750 1.200 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@uostateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 9:45AM Wood Beam Lic. # : KW- 06003603 Description : 3 REV (RXN ONLY) Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : iLevel Truss Joist Wood Grade ; Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fife: E: \Ladot2012 \0201 fan Hamad -4228 South 164th Street10201 gravity.ec6 ENERCALC;.INC.. 4983 - 2011', Build:6.12.5.23,.Ver:E0.25.0 Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Prll 2,900.0 psi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi E Modulus of Elasticity Ebend -xx 2,000.Oksi Eminbend - xx 1,016.54 ksi Density 32.210 pcf Applied Loads 2.6875x11.875 Span = 12.50 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load D = 0.0750, Lr = 0.1250 , DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width = 1.0 ft 0.272 1 2.6875x11.875 741.99 psi 2,731.63 psi +D +Lr +H 6.250 ft = Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.092 in Ratio = 0.000 in Ratio = 0.148 in Ratio = 0.000 in Ratio = 1625 0 <360 1015 0 <180 Overall Maximum Deflections - Unfactored'Loads Load Combination Span Max. " " Defl Location in Span 0.172: 1 2.6875x11.875 49.93 psi 290.00 psi +D +Lr +H 11, 563 ft Span # 1 Load Combination Max. " +" Defl Location in Span D+Lr 1 Vertical Reactions Unfactored 0.1476 6.313 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support2 Overall MAXimum D Only Lr Only D+Lr 1.250 0.469 0.781 1.250 1.250 0.469 0.781 1.250 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012. 9:45AM Wood Beam Lic. # KW- 06003603 Description : 5 REV Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Beam Bracing : Completely Unbraced File: E1Lado\20 1 210 20 1' Ian.Hamad - 4228 South 164th Street10201. gravity.ec6 ENERCALC„ INC..1983 -2011, Buiid :6..125.23, Ver:60,25.0: Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 900.0 psi Fb - Compr 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi E Modulus of Elasticity Ebend -xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 32.210pcf D(0.481 Lr(0.8) Applied Loads Uniform Load : D = 0.480, Lr = 0.80 , Tributary Width = 1.0 ft DESIGN SUMMARY 4x8 Span = 4.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.858 1 Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio 4x8 Section used for this span 1,001.91 psi fv : Actual 1,167.10 psi Fv : Allowable +D +Lr +H Load Combination 2.000ft Location of maximum on span Span # 1 Span # where maximum occurs Overall Maximum. Deflections - Unfactored Loads 0.026 in Ratio = 0.000 in Ratio = 0.042 in Ratio = 0.000 in Ratio = 1837 0 <360 1148 0 <180 Design OK 0.589: 1 4x8 105.93 psi 180.00 psi +D +Lr +H 0.000 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+Lr 1 Vertical Reactions Unfactored 0.0418 2.020 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only Lr Only D+Lr 2.560 0.960 1.600 2.560 2.560 0.960 1.600 2.560 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 23 JUN 2012, 11:33AM Wood Beam Lic. # : KW -06003603 Description : Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : HemFir Wood Grade : No.2 Beam Bracing : Completely Unbraced ENERCALC, INC. 983- 2011, .Build:6. 2.5.23, Ver..6.0.25.0' Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 850.0 psi Fb - Compr 850.0 psi Fc - Prll 1,300.0 psi Fc - Perp 405.0 psi Fv 150.0 psi Ft 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 27.70 pcf D(0.245) L(0.62) Applied Loads Uniform Load : D = 0.2450, L = 0.620 , Tributary Width =1.0 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4.0 ft Service loads entered. Load Factors will be applied for calculations. 0.615 1 Maximum Shear Stress Ratio 4x8 Section used for this span 677.07 psi fv : Actual 1,101.80psi Fv : Allowable +D +L +H Load Combination 2.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.025 in Ratio = 0.000 in Ratio = 0.035 in Ratio = 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C r 1926 0 <360 1380 0 <180 Design OK 0.477 : 1 4x8 71.59 psi 150.00 psi +D +L +H 0.000 ft Span # 1 Cm Ct Moment Values CL M fb Fb Shear Values V fv Fv +D Length = 4.0 ft 1 0.174 0.135 +D+L+H Length = 4.0 ft 1 0.615 0.477 +D+0.750Lr+0.750L+H Length = 4.0 ft 1 0.504 0.392 +D+0.750L+0.750S+H Length = 4.0 ft 1 0.504 0.392 +0+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 0.504 0.392 +D+0.750L+0.7505+0.750W +H Length = 4.0 ft 1 0.504 0.392 +D+0.750 Lr+0.750L+0.5250E +H Length = 4.0 ft 1 0.504 0.392 +D+0.750L+0.750S+0.5250E+H Length = 4.0 ft 1 0.504 0.392 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.997 0.49 191.77 1.73 677.07 1.42 555.75 1.42 555.75 1.42 555.75 1.42 555.75 1.42 555.75 1.42 555.75 0.00 1101.80 0,00 1101.80 0.00 1101.80 0.00 1101.80 0.00 1101.80 0.00 1101.80 0.00 1101.80 0.00 1101.80 0.00 0.00 0.00 0.34 20.28 150.00 0.00 0.00 0.00 1.21 71.59 150.00 0.00 0.00 0.00 0.99 58.76 150.00 0.00 0.00 0.00 0.99 58.76 150.00 0.00 0.00 0.00 0.99 58.76 150.00 0.00 0.00 0.00 0.99 58.76 150.00 0.00 0.00 0.00 0.99 58.76 150.00 0.00 0.00 0.00 0.99 58.76 150.00 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206- 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012. 9:46AM Wood Beam Lic. # : KW- 06003603 Description : 8 REV Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC&ASCE7 -05 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch : No.2 : Completely Unbraced File: ELadot2012S0201 Ian Hamad - 4228 South-164th Street10201 gravity ec6 ENERCALC,: INC; 1983'2011, 8wfd:6:.b2.5:23, Ver6.0.25O Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension Fb - Compr Fc - PHI Fc - Perp Fv Ft 900 psi 900 psi 1 350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580ksi Density 32.21 pcf + + D(0.458) Lr(0.763) D(0.302) L(1.21) + + i + + + Applied Loads Uniform Load : D = 03025, L = 1.210 , Tributary Width = 1.0 ft Uniform Load : D = 0.4580, Lr = 0.7630 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 4x12 Span = 4.50 ft Service loads entered. Load Factors will be applied for calculations. 0.935 1 Maximum Shear Stress Ratio 4x12 Section used for this span 921.70 psi = 986.30psi Load Combination +D+0.750Lr+0.750L +H Location of maximum on span = 2.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.028 in Ratio = 0.000 in Ratio = 0.038 in Ratio = 0.000 in Ratio = Overall Maximum Deflections - Unfactored Loads' Load Combination Span Max. " " Defl Location in Span Design OK = 0.629: 1 4x12 fv : Actual = 113.29 psi Fv : Allowable = 180.00 psi Load Combination +D+0.750Lr+0.750L +H Location of maximum on span = 3.578 ft Span # where maximum occurs = Span # 1 1955 0 <360 1411 0 <180 Load Combination Max. " +" Defl Location in Span D+L+Lr 1 Vertical Reactions - Unfactored Load Combination Support 1 0.0383 2.273 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Support 2 Overall MAXimum D Only L Only Lr Only L+Lr D +Lr D +L D +L +Lr 6.150 1.711 2.723 1.717 4.439 3.428 4.434 6.150 6.150 1.711 2.723 1.717 4.439 3.428 4.434 6.150 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 9:56AM Wood Beam Lic. # : KW- 06003603 Description : 9 REV Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC&ASCE7 -05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist : Parailam PSL 2.0E • Completely Unbraced File: E\Lado120 1 210 20 1 an Hamad -4228 South 164th Street10201 gravity.ec6 ENERCALC „INC:1983.2011, Build:6.12.5.23,Ver,8.0,25.0 Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Prll 2,900.0 psi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 32.210 pcf PRo7.8trs4c9 .0 350.84) 2.6875x16 Span = 30.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.01330, L = 0.05330 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.01330, L = 0.05330 , Tributary Width = 1.0 ft Point Load : D = 0.7550, Lr = 0.5080, L = 0.840 k (o) 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 2.6875x16 Span = 1.0 ft Service loads entered. Load Factors will be applied for calculations. 0.507. 1 2.6875x16 727.32 psi 1,434.67 psi +D +L+H 14.546ft Span # 1 Overall Maximum Deflections - Unfactored Loads Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.525 in Ratio = -0.051 in Ratio = 0.626 in Ratio = -0.058 in Ratio = 697 472 584 412 Design OK = 0.212: 1 2.6875x16 61.59 psi 290.00 psi +D+0.750Lr+0.750L+H = 30.500 ft Span # 1 Load Combination Span Max. -" Defl Location in Span Load Combination Max. ” +" Defl Location in Span D+L 1 2 Vertical Reactions - Unfactored 0.6258 0.0000 15.015 15.015 D+L Support notation : Far left is #1 0.0000 -0.0581 - Values in KIPS 0.000 1.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only L Only Lr Only L +Lr D +Lr D+L D+L +Lr 0.962 0.178 0.784 -0.017 0.768 0.161 0.962 0.946 3.255 0.996 1.735 0.525 2.259 1.521 2.731 3.255 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST, Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 10:03AM Wood Beam Lic. # : KW- 06003603 Description : 12 REV Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : DF /DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced File: E.1Lado12 01 21 0201 Ian Yamada -4228 South 164th Street10201 gravityec6 ENERCALC„ INC. 1983- 201.1, Build:6.12:5.23, Ver6.0.25.0 Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1 800 ksi 930 ksi 1600 ksi 830 ksi 32.21 pcf Applied Loads Uniform Load : D = 0.750, Lr = 1.301 DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Span = 6.0 ft Service loads entered. Load Factors will be applied for calculations. , L = 1.298 , Tributary Width = 1.0 ft Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.8801 1 5.125x9 = 2,106.73 psi = 2,394.92psi +D+0.750Lr+0.750L +H 3.000ft = Span # 1 Overall Maximum Deflections - Unfactored Loads Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.136 in Ratio = 528 0.000 in Ratio = 0 <360 0.176 in Ratio = 409 0.000 in Ratio = 0 <180 0.755: 1 5.125x9 200.14 psi 265.00 psi +D+0.750Lr+0.750L +H = 5.280 ft Span # 1 Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L+Lr Vertical Reactions `_- Unfactored 0.1757 3.030 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support2 Overall MAXimum D Only L Only Lr Only L+Lr D+Lr D+L D +L +Lr 10.047 2.250 3.894 3.903 7.797 6.153 6.144 10.047 10.047 2.250 3.894 3.903 7.797 6.153 6.144 10.047 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 22 SEP 2012, 10:17AM Wood Beam Lic. # : KW- 06003603 Description : 13 REV Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced File: E:1Lado120 1 210 201•lan Hamad - 4228.South 164th Street10201 gravity.ec6 ENERCALC, INC. 1983 -2011, Build:6.12 5.23, Ver:6.0.25.0 Licensee : REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 900.0 psi E : Modulus of Elasticity Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Applied Loads Uniform Load : D = 0.750, Lr = 1.301, DESIGN SUMMARY, Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection + 0(0.75) Lr(1.301) L(1.298) + + 4x12 Span = 4.0 ft L = 1.298 , Tributary Width = 1.0 ft 0.889: 1 4x12 = 877.47 psi 986.74 psi +D+0.750Lr+0.750L +H 2.000 ff = Span # 1 Overall Maximum Deflections - Unfactored Loads Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable 0.023 in Ratio = 0.000 in Ratio = 0.029 in Ratio = 0.000 in Ratio = Design OK 0.617: 1 4x12 = 111.05 psi 180.00 psi Load Combination +D+0.750Lr+0.750L+H Location of maximum on span = 0.000 if Span # where maximum occurs = Span # 1 2113 0 <360 1640 0 <180 Load Combination Span Max, "- Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L+Lr Vertical Reactions - Unfactored 1 0.0293 2.020 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support2 Overall MAXimum D Only L Only Lr Only L+Lr D+Lr D+L D +L +Lr 6.698 1.500 2.596 2.602 5.198 4.102 4.096 6.698 6.698 1.500 2.596 2.602 5.198 4.102 4.096 6.698 Upstate Engineering PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 sevices@upstateengineering.com Title : 4228 S. 164th ST. Engineer: amg Project Desc.: STRUCTURAL DESIGN Job # 0201 Printed: 27 SEP 2012, 11:48PM Wood Beam Lic. # : KW- 06003603 Description : 14 Material Properties Analysis Method ; Allowable Stress Design Load Combination 20061BC&ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Beam Bracing : Completely Unbraced File: E3Lado1201210201 Ian Hamad -4228 South 164th °Street10201 gravity.ec6 ENERCALC, INC. 1983-2011, Build:6.12.5.23 Ver:6.0.25.0 Licensee ; REED & ASSOCIATES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 Fb - Tension 900.0 psi Fb - Compr 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0ksi Density 32.210 pcf Applied Loads Load for Span Number 1 Uniform Load : D = 0.030, Lr = 0.050 k /ft, Extent = 0.0 - -» 3.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.240, Lr = 0.40 k/ft, Extent = 3.0 —» 4.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 1.075, L = 1.921 , Tributary Width = 1.0 ft Point Load : D = 2.470, Lr = 2.350, L = 2.630 k (@, 3.0 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable $ (1.0 D(4.47)9Lr i 35VL(203) + D(0.03)L r(0.05) Span = 4.0 ft Service loads entered. Load Factors will be applied for calculations. Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.984 1 6x12 884.35 psi 898.92 psi +D +L +H 2.440ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.018 in Ratio = 0.000 in Ratio = 0.027 in Ratio'= 0.000 in Ratio = 2712 0 <360 1767 0 <180 Desk n OK 0.970: 1 6x12 = 174.58 psi 180.00 psi +D+0.750Lr+0.750L +H 3.060 ft Span # 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L+Lr Vertical Reactions - Unfactored 0.0272 2.100 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only Lr Only L +Lr D +Lr D +L D+L +Lr 8.085 2.854 4.500 0.731 5.231 3.585 7.353 8.085 12.230 4.246 5.815 2.169 7.983 6.415 10.061 12.230 )SThTE engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERV ICESQUPSTATEENG INEERING. COM Shear Wall Schedule /Notes Schedule /Notes LISTATE 4engineering SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or equal. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d =0.131 "x2' /2 ", 10d= 0.148 "x3 ", 12d= 0.148 "x31/4 ", 16d= 0.162 "x31/", 16d sinker = 0.148 "x31/4 ". (6) Install H1's on all trusses /rafters, A35's at 24 "o /c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24 "o /c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses /rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl -2x stud lam'd w/ (2) -16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. (91 All sheathina must be Structural I sheathing U.N.O. HOLDOWN SCHEDULE Date: 7/16/2012 Job #: 0201 ' MARK HOLDOWN / STRAP *(1) FASTENERS TO (2) -STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T -1 LSTHD8 /8RJ (24) - 16d N/A 16d @ 12 " o/c T -2 STHD14 /14RJ (38)/(30) - 16d N/A 8d @ 4" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"0x10" AB's @ 48 " o/c SHEA WALL SCHEDULE Date: 7/16/2012 Job #: 0201 MARK *(2) SHEATHING - APPLY TO 2x HF STUDS @ 16 "o /c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW -1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 12 " o/c A35 @ OR 24 " o/c H1 @ 24 " o/c 5/8"0x10" AB's @ 60 " o/c SW -2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"0x10" AB's @ 48 " o/c LJ STP TE engineeringl PO BOX 952 LYNNWOOD, WA 9804-6 T. (206) 280 -4715 F. (206) 834 -6261 SERVICES @UPSTATEENG I NEERING _ COM General Structural Notes — Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1' -6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL- GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D -1557 TEST PROCEDURES. CONCRETE f'c = 2500 PSI MINIMUM 5 -1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4 ". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A -615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185 AND SHALL BE 6X6 —W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_ AND GREATER): JOISTS / STUDS (2x_): GLUE LAMINATED BEAMS (GLB) DF-L#2 HF #2 / STUD 24F -V4 (24F -V8 AT CANTILEVERS) 2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER ", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T &G STURD -I -FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE - FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA : BASIC WIND SPEED — 85 MPH WINDOW EXPOSURE, B IMPORTANCE, Iw = 1.0 KZT = 1.00 SEISIMIC DESIGN CRITERIA: IMPORTANCE, le = 1.0 Ss = 1.25 Site Class, D S1 = 0.40 SEISMIC DESIGN CAT., D Sips = 0.83 SEIS. FORCE RES. SYS, A.13. SDI = 0.43 DESIGN BASE SHEAR = 33004 Ibs Cs = 0.13 SIMPLIFIED METHOD R = 6.5 u PO BOX 952 LYNNWOOD, WA. 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERV ICES @UPSTATEENG INEERING _ COM Details iv BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN 16d PER SW SCHEDULE BASE PLATE CONN SHEAR WALL PER PLAN A35 PER SW SCHEDULE TOP PLATE CONNECTION 16d PER SW SCHEDULE BASE PLATE CONN 2x AS REQ'D (2x12 MAX) PARALLEL TRUSS TO SW CONNECTION SCALE: 3/4 " =1' —O" I IrCAASS 171;712- a_ock e-- 1?.44,„_,/ t f:5') pc--) $vJ - 1 f' rnk • t; MN( J-Tle--(A4,5 /tv - c:_y; - () LJ fb2- FL-4 Ai ; i> a V\ 0S-1.0 (f/ SS SHEARWALL PER PLAN - RIM JOIST BASE PLATE CONN PER SW SCHED 10d (3 PER BLOCK) SIMPSON H2.5 CLIP AT EA JOIST SHEARWALL PER PLAN A34 PER SW SCHEDULE FLOOR JOIST PER PLAN SHEAR TRANSFER @ CANTILEVERED FLOOR SCALE: 3/4 " =1' -0" 4 ROOF SHEATHING PER NOTES • FULL HEIGHT TIGHT FIT TRUSS BLK'G PER MFG. OR FIELD BUILD w/ 2x4's at TP39 ALL CORNERS Fi FM • MIME kiltliiil WAIN MFG. TRUSS EWA NMI Mi E MNMIME IRIS 17,777 SHEAR WALL DBL TOP PLATE ROOF TRUSS PERPENDICULAR TO INTERIOR SHEARWALL, TYP. y4,, TOP PLATE CONNECTION PER SW SCHEDULE SCALE: 3/4 " =1 ' — GWB FRAMING PER PLAN 4» CONC SLAB W/ 6x6 WWF ON 4" GRAVEL PLYWOOD SHTG PER SW SCHED N8 "x10 "AB ® 4' -0 "0C AND 12" FROM ENDS TYP, UNO 3 "x3 "x -3" SQUARE WASHERS, TYP 2x PT SILL PLATE FINISH GRADE (2) #4 CONT #4 ® 1 2"0C HORIZ FIRM BEARING (2) #4 CONT #4 © 16 "0C VERT TIGHTLINE TO STORM DRAIN • BEN -"AT FTG PER PLAN TYPICAL 8" FOUNDATION 4 "0 PERF FTG DRAIN GRAVEL FIRM BEARING SCALE: - w " =1' -0" 6 GYPSUM WALL BOARD (BOTH SIDES) ON 2x4 STUDS ® 16 "OC (3) #4 CONTINUOUS 2x4 PRESSURE TREATED MUD SILL W/ 0.172 "0x3" RAMSET ® 16 "OC 4" CONCRETE SLAB OVER 4" CLEAN SAND AND GRAVEL OVER 6 MILL VAPOR BARRIER =111- �.--1111 16" MIN. I INTERIOR THICKENED SLAB z CO I' FTG TO BEAR ON FIRM UNDISTURBED SOIL SCALE: Nw " =1' -0" 7 STATE �.: ;r engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERV ICES @UPSTATEENGINEERING_ COM Lateral Red Marks s co -o a) 712 CO cD V 5c%a — I �7W Sv—I- I I JOB# 0201 4228 S. 164TH ST. 3RD FLOOR PLAN s L_f va `j - SiJ _1 s'Ni--: -` 1 y-1- T JOB# 0201 4228 S. 164TH ST. 2ND FLOOR PLAN T -2 1=z JOB# 0201 4228 S. 164TH ST. 1ST FLOOR PLAN ST TE PO BOX 952 LYNNWOOD. WA 98046 T. (206) 280 -4715 F. (206) 834 -6261 SERVICES @UPSTATEENGINEERING_ COM Gravity Red Marks D V1 63'6 0 - u' E3 &24o.c. Pup- , / /}Nc4Fd(-7t.1r -c'iL X5'61 -(5 r9b-l. LIVING AREA 4532 sq ft - A - lk s/a S 1 4-Y-4 0 Dr Erg u.ia,0. TZ) t?C D F 1 2 Lt. I\l . 0, #0201 42_2,5 164�`'s� ".acs L1 OPc1 t[..+:Sic3 (gy m.41. 1t= 3t'-cr 14•r4 - — Y Flo _. tiEFt /13inr-LS 4x 10 D -d°Z •-b.0 ALL. 5ii-4 Lci'Y 0Z.. fL .;g- at=Tltk- U.14 .o. JOB# 0201 4228 S. 164TH ST. 3RD FLOOR FRAMING ePt cVcu LL±1 iuUsS �3 E (V C C- -1-X1L Psi- i1�TL?�: •. BcArti5 /( - es> Tu 6e 4,4ru %%CL S tvin! L.u,'1CNZ jv $G L 2 u,,.l.v, 4 PSL z 1.3e 2.0 JOB# 0201 4228 S. 164TH ST. 2ND FLOOR FRAMING 11 '.oyZ �<g." �(ls u5 /[z. t4 F- ' JOB# 0201 4228 S. 164TH ST. FOUNDATION TECHNICAL INFORMATION REPORT (TIR) FOR HAMAD OFFICE BUILDING NOVEMBER 2012 ( vis-t o FOR: IAN HAMAD 4632 NE. 89 rx ST. SEATTLE, WASH. 90285 206 - 331 -1524 BY; MICHAEL N. ANTONOFF, P.E. 3316 DEER ISL. DR. EAST LAKE TAPPS, WASH. 98391 253- 862 -6763 MANTONOFF@MSN.COM REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION dORRECylo �\ 1 t)R 3811 RECEIVE!) MAR 14 2013 3UKVViu PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER • TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW 1.1 PURPOSE AND SCOPE 1.2 PRE- DEVELOPED CONDITIONS 1.3 DEVELOPED CONDTIONS Figure 1, TIR Worksheet Figure 2, Site Location Exhibit Figure 3, Basin Exhibits Figure 4, Geotechnical Report Figure 5, Engineering Design 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 3.0 OFFSITE ANALYSIS (LEVEL 1 DOWNSTREAM) TASK 1: DEFINE AND MAP STUDY AREA: TASK 2: REVIEW ALL AVAILABLE INFORMATIONOF THE STUDY AREA: TASK 3: FIELD INSPECT THE STUDY AREA: TASK 4: DRAINAGE SYSTEM DESCRIPTION AND ITS EXISTING AND PREDICTED PROBLEMS: 4.0 PRELIMINARY FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DISCUSSION 4.1 EXISTING SITE HYDROLOGY (PART A) 4.2 DEVELOPED SITE HYDROLOGY (PART B) 4.3 PERFORMANCE STANDARDS (PART C) 4.4 FLOW CONTROL SYSTEM (PART D) 4.5 WATER QUAILTY SYSTEM (PART E) 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 TESC ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES & DECLARATION OF COVENANT 9.1 BOND QUANITY SHEETS 9.2 FLOW CONTROL AND WATER QUALITY FACITIEY SUMMARY SHEET AND SKETCH 9.3 DECLARATION OF COVENANT 10.0 MAINTENANCE AND OPERATIONS MANUAL Appendix "A" Appendix `B" Appendix "C" Appendix "D" Appendix "E" Appendix "F" Level 1 Downstream Analysis Figures and Exhibits Flow Control Design Calculations Water Quality Design Calculations Maintenance Manual for Storm -water Facilities Bond Estimate Other Exhibits 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope This technical information report accompanies the site plan review as submitted to the City of Tukwila. This document provides site information and the analysis used for the storm drainage design. The 2009 King County Surface Water Design Manual (KCSWDM) and the requirements of the City of Tukwila will establish the methodology and design criteria used for this project. This project is proposed and subject to the full drainage review as prescribed by the 2009KCSWDM. 1.2 Pre- Developed Conditions The project site is located along the northerly right of way of So. 164t St. due east of 42nd Ave. So. at 4228 So. 164th St. The site is currently undeveloped. A paved driveway crosses the easterly margin of the parcel within an a private access easement which provide access to an existing commercial building located due north of the subject property. The site slopes downhill from the south to north about 3- 7 %. The overall flow direction of the system is to the north, due to topography. Base on test holes dug for the geo- technical study the onsite soil is a well draining sand and gravel to a minimum of 84 ". 1.3 Developed Conditions The proposed development of the site will include the construction of a single three story mixed use (commercial on ground floor, residential on upper floors) building with available onsite parking, underground utilities and storm retention/water quality facilities ,as necessary. Surface water runoff mitigation will be provided per the 2009KCSWDM and the City of Tukwila requirements. This site meets the requirements for Full Drainage Review, and lies within a Level 1 flow control area (see City detention exhibit in Appendix). Onsite runoff will be collected onsite and enter the storm -water infiltration facility and into the underground retention facility. Figure 1, TIR Worksheet KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner t 0." 614446 Phone t16— -2;2W Icy Address tr ', Z r "(get `M (A)A e - Project Engineer 144 C,vA`tA "4.inP-01 Company _ 3- x'6-1- 6-763 Phone Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD a Building Services M/F / Commerical / SFR 34 Clearing and Grading ❑ Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name , i4/) dFi - /3c04 • DDES Permit # Location Township L3 Ai Range 124-e Section Zi Site Address , _ 427'9 L /69'`n`ir Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other ❑ Shoreline Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review / Targeted / (circle): arge Site Date (include revision dates): Date of Final: Site Improvement Plan (Engr. Plans) Type (circle one): / Modified / mall Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS /A- Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2005 Surface Water Design Manual 1 1/1/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Start Date: Yes / No Describe: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: p Drainage Basin: ID yad Aim I S � R i v �v eN $ rA Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River /Stream ❑ Lake ❑ Wetlands ❑ Closed Depression ❑ Floodplain ❑ Other ❑ Steep Slope ❑ Erosion Hazard ❑ Landslide Hazard ❑ Coal Mine Hazard ❑ Seismic Hazard ❑ Habitat Protection Part 10 SOILS Soil Type cf0A415IZ RA•✓�‘_ Slopes `F� o ❑ High Groundwater Table (within 5 feet) ❑ Other Erosion Potential G-4i GJ ❑ Sole Source Aquifer ❑ Seeps /Springs ❑ Additional Sheets Attached 2005 Surface Water Design Manual 2 1/1/05 KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MI,\NU. \L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 - Offsite Analysis ❑ Sensitive /Critical Areas - N/A ❑ SEPA ❑ Other LIMITATION / SITE CONSTRAINT ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: Q / 2 / 3 dated: 12 - I I- 0.7 Control Level: (1) / 2 / 3 or Exemption Number Flow (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: 7 yf1• (co.,++-ac,L.y +0 Pfov'`te) Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: cf rivate)/ Public If Private, Maintenance Log Required: Yes 63 Financial Guarantees and Provided: Yes / No Liability Water Quality Type: asic / Sens. Lake / Enhanced Basicm / Bog facility summary sheet) or Exemption o. (include Landscape Management Plan: Yes / 61 Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. &rte Requirements Name: Floodplain /Floodway Delineation Type: Major / Minor / Exemption 'on 100 -year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: ` ,4 Source Control Describe landuse: C o... w-t- v-c-rs(1 (v o 0 i v c -s r,sai (comm. /industrial landuse) Describe any structural controls: N/4 2005 Surface Water Design Manual 3 1/1/05 KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / N Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS Type /Description MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Type /Description AFTER CONSTRUCTION Clearing Limits 4 ❑ Stabilize Exposed Surfaces Cover Measures Remove and Restore Temporary ESC Facilities Perimeter Protection �❑t �. Clean and Remove All Silt and Debris Ensure CI Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention 'ttQ( Oil-- -- W/1 7 `-t,+q 'l,72. CI Flag Limits of SAO and open space N /A preservation areas tit Surface Water Control ❑ Other Dust Control 3 Construction Sequence Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Control Type /Description Water Quality Type /Description ElFlow Ll Detention a Infiltration ❑ Regional Facility ❑ Shared Facility ID Small Site BMPs al Other - 4 ❑ Biofiltration ❑ Wetpool Ct Media Filtration ❑ Oil Control ❑ Spill Control ❑ Small Site BMPs ❑ Other 5,)g- .- so•,,r7 - �2 c2.1 C6N�o� �, 'ttQ( Oil-- -- W/1 7 `-t,+q 'l,72. 2005 Surface Water Design Manual 4 I/1/05 KING COUNTY, WASHINGTON. SURFACE WATER DESIGN NI.\NL: \L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Access Easement ❑ Native Growth Protection Covenant ❑ Tract ❑ Other ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge t information rovided here is accurate. o1 Signed /Date 2005 Surface Water Design Manual 1/1/05 5 Figure 2, Site Location Exhibit • Av. 4 • ../■ F, .• .• SEE 625 MAP J 655 min t 1 EtwxygemirDivimigimmom,vgik 3 -" a IMINIM0111611111 ‘.__1_ „ c TiPirrigni2f4M4 .til:‘,‘ ST -::: 44--"F--.......1.:%., 0 - '" A''• •.- 1, .4 •■ , . . v . : it4 ft - - ' .. . 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'-.....21r....1 .07 s 179m1 - -..,,41 ,111111MINOI. 1,1111111111111011M111//111111111111111111■1131 , = ..,4 cA 685 / 0 .125 .25 .375 .E MAP ,.s 1 - 16O ft.. 1 2 3 4 5 6 Figure 3, Basin Figure 4, Geotechnical Report GEOTECH CONSULTANTS, INC. 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 April 3, 2012 JN 12090 Baumeister, LLC 4632 Northeast 89th Street Seattle, Washington 98115 via email Attention: Ian Hamad Subject: Geotechnical Engineering Study Proposed Mixed -Use Building 4228 South 164'" Street Tukwila, Washington Dear Mr. Hamad: This report presents our geotechnical engineering findings and recommendations for the new mixed -use building to be constructed on the subject property. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design considerations for foundations, retaining walls, and subsurface infiltration. This work was authorized by your acceptance of our proposal, P -8339, dated March 8, 2012. We were provided with a site plan and typical elevation views for the proposed building. Based on this information, and our discussions with you, we expect that a three -story mixed -use building will be constructed on the westem edge of the vacant property. It Is to contain two floors of apartment units over a main floor that would contain commercial space. The concrete slab floor for the main level would be near the existing grade that exists at the southeastern building comer. As a result, short cuts will be needed for the southwestem portion of the building, and a few feet of fill will be required under the slab in the northeastern portion. A recreation area is planned between the building and South 164th Street, with new paved parking and drive areas along the east and north sides of the planned structure. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site. The subject property is a vacant lot situated along the north side of South 164th Street, one property east of its intersection with Military Road South. This lot measures approximately 150 feet in the east -west .direction, and it has a depth of just over 180 feet. The eastern 50 feet of the property is an access easement for the Giving Tree Leaming Center, which is situated on the property immediately to the north (4230 South 164th Street). The eastern approximately two- thirds of the width of this easement is currently covered by asphalt pavement used for parking and vehicle ingress /egress to the learning center. GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 2 Outside of this paved area, the site is undeveloped, and covered primarily by mown grass. There is a larger evergreen tree in the southwest portion of the lot, and some bushes in the southeast portion. The ground surface on the property generally slopes gently downward toward the northeast. There are no steep slopes on the site, or on the surrounding properties. SUBSURFACE The subsurface conditions were explored by excavating six test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, access, anticipated subsurface conditions and those encountered during exploration, and the scope of.work outlined in our proposal. The test pits were excavated on March 28, 2012 with a rubber- tracked excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 5 Soil Conditions Test Pits 1 through 3 were conducted to the east and north of the planned building footprint, in areas where subsurface infiltration systems may be installed to dispose of storm runoff. Of these three explorations, Test Pits 2 and 3 found fill soils beneath the surface vegetation. This fill was a moderately- compact silty sand, and it had been placed over the original topsoil. Beneath the topsoil, Test Pits 1 and 3 revealed slightly silty, gravelly sand that was loose to medium - dense. In Test Pit 2, the soil beneath the topsoil was a silty, flne - gralned sand that was relatively loose. At a depth of 3.5 to 5.5 feet below the existing grade, all three of these test pits encountered dense, gravelly sand. This soil had little to no fines, and was medium- to coarse- grained. This sand extended to the maximum 9 -foot depth of the test pits. Our recommendations for infiltration system design are discussed below in Subsurface Infiltration. We conducted Test Pits 4 through 6 within the proposed building footprint to assess the conditions for the foundations and floor slabs. Test Pit 6 exposed fill to a depth of 3 feet, while the other two test pits found topsoil beneath the surface vegetation. The fill in Test Pit 6 contained chunks of asphalt. The native slightly silty, gravelly sand beneath the topsoil or fill was loose for another 6 to 18 inches before becoming medium -dense at a depth of 2 to 3.5 feet below existing grade. In Test Pits 4 and 5, we observed dense, gravelly sand at a depth of 4 to 4.5 feet. This coarse - grained soil Is the same composition as the gravelly sand that we observed in Test Pits 1 through 3, Large cobbles and a boulder were observed scattered through the native soils in the test pits. Groundwater Conditions No groundwater seepage or wet soil was observed in the test pits. The siltier, near - surface soils were very moist, but did not contain groundwater. The clean gravelly sand was only GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 3 damp to moist. The test pits were conducted following a wet fall, winter, and spring, when groundwater levels would be near their highest. Based on our observations, the seasonal high groundwater would be below the 9 -foot depth of the test pits. The stratification lines on the Togs represent the approximate boundaries between soil types at the exploration locations. The Togs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test Togs are interpretive descriptions based on the conditions observed during drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered medium- dense, native sands within 2 to 3.5 feet of the existing ground surface in the area of the planned building. These competent soils are suitable to support the planned budding using conventional footings. It will be necessary to excavate all foundations through existing fill, topsoil and loose soils. If overexcavation beneath planned footing elevations Is necessary to reach suitable bearing soils, it can be filled with quarry spells, railroad ballast rock, or 2- to 4 -inch recycled concrete. It would also be prudent to protect excavated footing subgrades from disturbance during placement of forms and rebar by covering the bearing surfaces with 4 to 6 inches of clean crushed rock. All existing fill and old topsoil must be removed from beneath the floor slabs to prevent excessive post - construction settlement. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud tracked off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock - covered areas. Existing catch basins in, and immediately downslope of, the planned work areas. should be protected with pre - manufactured silt socks. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. As with any project, additional erosion control measures may need to be implemented to address site and weather conditions. The on -site soils should not be reused as structural fill beneath foundations. The upper siltier soils are moisture sensitive and cannot be adequately recompacted as structural fill in slab and pavement areas when they are overly moist. Based on our observations, the moisture content of the upper soils is above the optimum water content necessary to achieve maximum compaction. Reuse of these soils as structural fill would only be possible if earthwork is conducted during hot, dry weather, when wetter soils can be dried by aeration. The underlying gravelly sand is not moisture sensitive, and is well- suited for reuse as structural fill outside of foundation areas. GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 4 The drainage and /or waterproofing recommendations presented In this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage Into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site class within 100 feet of the ground surface is best represented by Site Class Type C (very dense soil/soft rock). The medium - dense to dense sand that will support the foundations is not susceptible to seismic liquefaction, due to its dense condition. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S3) and 1.0 second period (S1) equals 1.44g and 0.49g, respectively. SUBSURFACE INFILTRATION We obtained representative samples of the gravelly sand encountered below a depth of 3.5 to 5.5 feet in Test Pits 1 through 3. A grain size analysis was completed on a sample of this material, which is consistent in gradation and density between the three test pits. A copy of the results of this grain size test is attached. From this gradation information, we assessed the proper design infiltration rate for the gravelly sand, In accordance with the procedures in the WDOE Stormwater Management in Western Washington. Under the U.S. Department of Agriculture's Textural Triangle (Figure 3.27) the gravelly sand would be described as sand. WDOE's manual recommends long- term infiltration rates of up to 2.0 inches /hour for this type of soil. Using the ASTM Gradation method in the manual, the maximum long -term design infiltration rate would be 3.0 inches /hour. Considering the above, and our observation of the density of the gravelly sand, we recommend that a design infiltration rate of 2.0 inches /hour be used. It will be critical that the infiltration trenches are excavated through the siltier soils for proper performance of the system. The performance of any infiltration system will naturally degrade over time as the surrounding soil becomes clogged by silt and debris carried by the surface runoff. The effective life of an infiltration system can be prolonged by regular cleaning of gutters and catch basins, and sweeping of pavements. GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 CONVENTIONAL FOUNDATIONS JN 12090 Page 5 We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Depending on the final site grades, overexcavation may be required below the footings to expose competent native soil. Unless lean . concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2- foot -wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one -third increase in this design bearing pressure may be used when considering short -term wind or seismic loads. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on competent native soil will be about one -half inch, with differential settlements on the order of one - quarter inch in a distance of 25 feet along a continuous footing with a uniform load. Lateral Toads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: Where: (I) pcf Is pounds per cubic foot, and (II) passive earth . pressure Is computed using the equivalent fluld density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 PERMANENT FOUNDATION AND RETAINING WALLS JN 12090 Page 8 Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: w.v,\ 11,:;i' Active Earth Pressure * Passive Earth Pressure Coefficient of Friction Soil Unit Weight 35 pcf 300 pcf 0.45 135 pcf Where: (I) pcf is pounds per cubic foot, and (II) active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back - calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate for the depth of level structural fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate values and do not Include a safety factor. We recommend a safety factor of at least 1.5 for overtuming and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from comers or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a comer. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backflll in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above - recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 7 design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wail Backflll and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free - draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand Is used as backfill, a minimum 12 -inch width of free - draining gravel should be placed against the backfill wall to allow rapid drainage down to the footing drain. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above- recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well- compacted in lifts no thicker than 12 inches. The compaction of backflll near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi In interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls.. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a. build up of water vapor that Is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not. present. This Is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact a specialty consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. • GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 SLABS -ON -GRADE .1N 12090 Page 8 Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture- sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of Tess than 3 percent and a sand content (percent passing the No.. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture - sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor baffler should be used. A vapor barrier, as defined by ACI, Is a product with a water transmission rate of 0.01 perms when tested In accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure,. (2) a slab Is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth - retaining walls. These drains should be surrounded by at least 6 inches of 1- inch- minus, washed rock and then wrapped in non - woven, geotextlle filter fabric (Mirafl 140N, Supac 4NP, or .similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 6. For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. No groundwater was observed during our field work. Even so, if seepage is encountered in an excavation, It should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should slope away at least.2 percent, except where the area Is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. GEOTECH CONSULTANTS, INC. Baumeister, LLC April3, 2012 GENERAL EARTHWORK AND STRUCTURAL FILL JN 12090 Page 9 All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill Is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation wails, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture . content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Filled slopes and behind retainin • walls 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction Is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined In accordance with ASTM Test Designation D 1887 -91 (Modified Proctor). The General section should be reviewed for considerations related to the reuse of on -site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered In the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 10 unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Baumeister, LLC, and its representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration In design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 through 5 Test Pit Logs Plate 6 Typical Footing Drain Detail Plate 7 Grain Size Analysis GEOTECH CONSULTANTS, INC. Baumeister, LLC April 3, 2012 JN 12090 Page 11 We appreciate the opportunity to be of service on this project. If you have any questions regarding this information, or if we may be of further service, please do not hesitate to contact us. MRM: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. w /3/, Z Marc s, P.E. • Principal GEOTECH CONSULTANTS, INC. VICINITY MAP 4228 South 164th Street Tukwila, Washington "molt Ea Recent test pit location SITE EXPLORATION PLAN 4228 South 164th Street Tukwila, Washington Job No: I Date: 12090 I April 2012 'Plate: 2 Appendix "C" Water Quality Design Calculations Not applicable. Parking area runoff tributary to retention system is less than 5000 square feet, which is the minimum water quality threshold for water quality treatment. Appendix "D" Maintenance Manual for Storm water Facilities 1.0 PROJECT DESCRIPTION This technical information report accompanies the site plan review as submitted to the City of Tukwila. This document provides site information and the analysis used for the storm drainage design. The 2009 King County Surface Water Design Manual (KCSWDM) and the requirements of the City of Tukwila will establish the methodology and design criteria used for this project. This project is proposed and subject to the full drainage review as prescribed by the 2009 KCSWDM. ADDRESS: 4228 So. 164TH St., Tukwila LEGAL DESCRIPTION: TAX PARCEL NO.: 537- 9800 -670 The proposed development of the site will include the construction of a single three story mixed use (commercial on ground floor, residential on upper floors) building with available onsite parking, underground utilities and storm retention/water quality facilities ,as necessary. Surface water runoff mitigation will be provided per the 2009KCSWDM and the City of Tukwila requirements. This site meets the requirements for Full Drainage Review, and lies within a Level 1 flow control area (see City detention exhibit in Appendix). Onsite runoff will be collected onsite and enter the storm -water infiltration facility and into the underground retention facility. Erosion/ Sediment Controls during Construction The contractor shall be responsible to remove sediment that has been transported offsite. This will include, but not be limited to, cleaning storm drain lines, cleaning catch basins, the infiltration system, etc. Since the adjacent site is developed, inlet protection and pavement sweeping will be possible measures utilized for controlling sediment. Permanent erosion control stabilization shall be accomplished through the construction of building, parking areas and landscaping. See the Erosion and Sedimentation Report for additional procedures for erosion and sedimentation maintenance and inspection. Long term maintenance or the storm drainage system will be the responsibility of he property owner. The average annual cost for inspection and maintenance is anticipated not to exceed $1000. Long term maintenance shall be done in accordance with this Maintenance Manual, Attachment "A ". All conveyance systems shall be inspected for sediment and blockages on a yearly basis and following large storm events. Catch basin sumps shall be cleaned of accumulated sediment on a yearly basis or more frequently, if necessary. ATTACHMENT "A" MAINTENANCE PROGRAM COVER SHEET FOR PIERCE COUNTY Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: INSTRUCTIONS FOR USE OF MAINTENANCE CHECKLISTS The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Let the County know if there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). Use photocopies of these pages and check off the problems you looked for each time you did an inspection. Add comments on problems found and actions taken. Keep these "checked" sheets in your files, as they will be used to write your annual report (due in May, for Pierce County Only). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. The facility- specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. in other words, exceeding these conditions at any time between inspections and /or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. • • • ATTACHMENT "A" (CONTINUED) #2 - Maintenance Checklist for Infiltration Facilities Date Frequency M,S A M,S M M A M M M,S Drainage System Feature General General General General General General Storage Area 1 1 Problem Trash & Debris Conditions to Check For Conditions That Should Exist Any trash and debris which exceed 5 cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. If Tess than threshold all trash and debris will be removed as part of next scheduled maintenance. Trash and debris cleared from site. Poisonous Vegetation and noxious weeds Any poisonous or nuisance vegetation which may constitute a hazard to maintenance personnel or the public. Any evidence of noxious weeds as defined by State or local regulations. (Apply requirements of adopted IPM policies for the use of herbicides). Filter Bags (if applicable) Rock Filters Contaminants and Pollution Rodent Holes Beaver Dams Insects Any evidence of oil, gasoline, contaminants or other pollutants Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Dam results in change or function of the facility. SedimenT When insects such as wasps and homets interfere with maintenance activities. No danger of poisonous vegetation where maintenance personnel or the public might normally be. (Coordinate with local health department) Complete eradication of noxious weeds may not be possible. Compliance with State or local eradication policies required No contaminants or pollutants present. (Coordinate removal/cleanup with local water quality response agency). Rodents destroyed and dam or berm repaired. (Coordinate with local health department; coordinate with Ecology Dam Safety Office if pond exceeds 10 acre - feet.) Facility is retumed to design function. (Coordinate trapping of beavers and removal of darns with appropriate permitting agencies) Insects destroyed or removed from site. Apply insecticides in compliance with adopted IPM policies. Filled with Sediment and Debris Water ponding in infiltration pond after rainfall ceases and appropriate time allowed for infiltration. (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. If two inches or more sediment is present, remove). Sediment is removed and/or facility is cleaned so that infiltration system works according to design. Sediment and debris fill bag more than 14 full. Filter bag is replaced or system is redesigned. Sediment and Debris By visual inspection, little or no water flows through filter during heavy ram storms. Gravel in rock filter is replaced. J — 28 Ordinance No. 2003 -121s It` Date - equency Drainage System Feature ✓ Problem Conditions to Check For Conditions That Should Exist M Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Slopes should be stabilized using appropriate erosion control measure(s); e.g., rock reinforcement, planting of grass, compaction. A Pond Berms (Dikes) Settlements Any part of berm which has settled 4 inches lower than the design elevation. If settlement is apparent, measure berrn to determine amount of settlement. Settling can be an indication of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the settlement. Dike is built back to the design elevation. A Pond Berms (Dikes) Piping Discernable water flow through pond berm. Ongoing erosion with potential for erosion to continue. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Piping eliminated. Erosion potential resolved. A Emergency Overflow/ Spillway Tree Growth Tree growth on emergency spillways creates blockage problems and may cause failure of the berm due to uncontrolled overtopping. Trees should be removed. If root system is small (base Tess than 4 inches) the root system may be left in place. Otherwise the roots should be removed and the berrn restored. A licensed civil engineer should be consulted for proper berm/spillway restoration. A Emergency Overflow / Spillway Emergency Overflow/ Spillway Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. (Rip -rap on inside slopes need not be replaced.) Rocks and pad depth are restored to design standards. M Pre- settling Ponds and Vaults Facility or sump filled with Sediment and/or debris 6' or designed sediment trap depth of sediment. Sediment is removed. If you are unsure whether a problem exists, please contact a Professional Engineer. Kev: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). J — 29 Ordinance No. 2003-121s ATTACHMENT "A" (CONTINUED) #5 - Maintenance Checklist for Catch Basins J — 34 Ordinance No. 2003 -121s • • Date Frequency Drainage System Feature ,i ✓ 1 Problem Conditions to Check For Conditions That Should Exist A General "Dump no pollutants " Stencil or stamp not visible Stencil or stamp should be visible and easily read Waming signs (e.g., "Dump No Waste- Drains to Stream ") shall be - painted or embossed on or adjacent to all storm drain inlets. M,5 General _ Trash & Debris Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10 %. No trash or debris located immediately in front of catch basin or on grate opening. M General Trash & Debris Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. No trash or debris in the catch basin. M General Trash & Debris Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. M General Trash & Debris Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within the catch basin. M General Sediment Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case Tess than a minimum of 6 inches clearance from the sediment surface to the invert of the Iowestpipe. No sediment in the catch basin A General Structure Damage to Frame and/or Top Slab Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (Intent is to make sure no material is running into basin). Top slab is free of holes and cracks. A General Structure Damage to Frame and/or Top Slab Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame not securely attached Frame is sitting flush on the riser rings or top slab and firmly attached. A General Fractures or Cracks in Basin Walls/ Bottom Maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. J — 34 Ordinance No. 2003 -121s • • A A Date ,equency M M M A A A Drainage System Feature General General General General 1 Problem Conditions to Check For Conditions That Should Exist Fractures or Cracks in Basin Walls/ Bottom Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Pipe is regrouted and secure at basin wall. M,S General Catch Basin Cover Catch Basin Cover Catch Basin Cover Settlement/ Misalignment Vegetation Vegetation If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. Contamination and Pollution Cover Not in Place Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation blocking opening to basin. No vegetation or root growth present. Any evidence of oil, gasoline, contaminants or other pollutants (Coordinate removal/cleanup with local water quality response agency). Cover is missing or only partially in place. No contaminants or pollutants present. Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have Tess than 1/2 inch of thread. Any open catch basin requires maintenance. Catch basin cover is closed. Mechanism opens with proper tools. Ladder Grates Grates Grates Cover Difficult to Remove Ladder Rungs Unsafe Grate opening Unsafe One maintenance person cannot remove lid after applying normal lifting pressure. (Intent is keep cover from sealing off access to maintenance.) Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate with opening wider than 7/8 inch. Trash & Debris Damaged or Missing. Trash and debris that is blocking more than 20% of grate surface inlettinq capacity. Grate missing or broken member(s) of the grate. Grate opening meets design standards. Grate free of trash and debris. If you are unsure whether a problem exists, please contact a Professional Engineer. Grate is in place and meets design standards. (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). J -35 Ordinance No. 9.0(11-191c . Appendix "E" BOND ESTIMATE Appendix "F" Other Exhibits 10 � ea e ''0s055 �� '��\G TEST PIT 1 Description 9.8 FILL 4" of topsoil over orangish- brown, slightly gravelly, silty SAND, fine- grained, moist, loose Light-gray, slightly silty, gravelly SAND, fine- to medium - grained, medium dense �f. SM Brownish -gray, gravelly SAND, medium- to coarse - grained, moist, dense Po O' o °Oe ▪ ooa g. o° a• cr oQO gC 0 oV 0 °a ° oB.0OOos p .o �•oc * Test Pit terminated at 9.0 feet on March 27, 2012. * No groundwater seepage was observed during excavation. * No caving observed during excavation. �e 1 \�°�t `e o� e�� se S sz 46, TEST PIT 2 Description 10 — FILL Light -gray, silty SAND, fine- grained, very moist, loose (FILL) TOPSOIL Orangish -brown, slightly gravelly, silty SAND, fine- grained, moist, loose - becomes medium dense Gray, gravelly SAND, medium- to coarse - grained, moist, dense * Test Pit terminated at 9.0 feet on March 27, 2012. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT LOG 4228 South 164th Street Tukwila, Washington Job 12090 I DaApril 2012 I Logged 'mete: 3 I 10 10 � o-S�Je dl's fie GS o0Q 400-00,0 G° �+,�� J5 TEST PIT 3 Description FILL M E €I!I�i;l Gray to brown, gravelly, silty SAND, fine- grained, moist, medium -dense (FILL) TOPSOIL Orangish- brown, slightly silty, gravelly SAND, fine- to medium - grained, moist, loose - becomes tan and medium -dense Brownish -gray, gravelly, SAND, medium - grained, moist, dense * Test Pit terminated at 7 feet on March 27, 2012. * No groundwater seepage was observed during excavation. * No caving observed during excavation. • e f e �o��e k`�a'�0'0�m G5 Qe Go .�� J5 TEST PIT 4 Description AMON TOPSOIL s Orangish -brown, slightly silty, gravelly SAND, fine- to medium - grained, moist, loose Brown, slightly silty, slightly gravelly SAND, medium- to fine- grained, moist, dense Gray, smelly, SAND, medium- to fine - grained moist, dense Test Pit terminated at 5.0 feet on March 27, 2012. No groundwater seepage was observed during excavation. No caving observed during excavation. TEST PIT LOG 4228 South 164th Street Tukwila, Washington Job I Date: / Logged by: I plate: 12090 Apr112012 mrm 4 TEST PIT 5 Description 10 — 10 0�1 .. �0 l 0c TOPSOIL Orangish - brown, slightly silty, gravelly SAND, fine- grained, loose Brown, slightly silty, slightly gravelly SAND, fine- to medium - grained, moist, medium - dense 1:FlpTili, Gray, gravelly SAND, medium- to fine- grained, moist, dense * Test Pit terminated at 4.5 feet on March 27, 2012. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT 6 Description FILL Brownish -gray, gravelly silty SAND, fine - grained, very moist, loose (FILL - asphalt chunks Hi1111114 rT'T_______ .n h'71 Pf:11(�'!:\►11011 or:aur110 a• 71 • I • - * Test Pit terminated at 3.0 feet on May 27, 2011. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT LOG 4228 South 164th Street Tukwila, Washington Job I Date: 1 Logged by: 'Plate: 12090 April 2012 I mrm 5 Slope backfill away from foundation. Provide surface drains where necessary. Tiighthine Roof Drain (Do not connect to footing drain) Washed Rock (718" min. size) 4" min. Nonwoven Geotextile Filter Fabric Possible Slab ►vov uoo� o:ovoe o0o:o ::o o � o o • % E Sieve Opening Percent Passed $ $ P $ 4 ° 0 0 0 F 0 d 0 #200 #100 #40 #10 #4 3/8" 3/4' 1 1 /2" Sieve Opening (US standard) GRAIN SIZE ANALYSIS 4228 South 164th Street Tukwila, Washington Job No: I Date: 12090 I April 2012 Plate: 7 Figure 5, Engineering Design 2.0 CONDITIONS AND REQUIREMENTS SUMMARY Core Requirement: 1. Discharge at the Natural Location: Runoff from the proposed development will discharge to the onsite storm system and infiltrate into the native soil, with 100% storm water retained onsite. 2. Off-site Analysis: Negligible offsite flows currently enter the developed portion of the site from adjacent properties to the west. No qualitative downstream analysis has been performed on the downstream system, due to the utilization of 100% onsite retention. 3. Flow Control: Flow control is proposed for this development because it is a requirement of Core Requirement #3. The project lies within Level 1 Flow Control Area (see appendix A). The basin was determined to be 0.22 acres tributary area flowing to the downstream path. The project encompasses development of the entire site. The total imperviousness (roof, pavement and sidewalk) was estimated at 74% of the developed based on the site plan. The areas are proposed for the site: Developed Impervious =0..16 acres Developed Landscaping-A1.08 acres The retention required for the site was determined to be 1600 cu.ft. Due to site constraints, it was determined that an underground infiltration system is the best option for the site. The trench will be underneath the parking lot north of the proposed building. The storm drainage system will be provided with access to each component via storm manholes and catch basins. The infiltration system will outlet to a control structure designed per the peak analysis in SBUH modeling. Water quality flows will drain to from the control manhole with an oil -water separator basin into the infiltration trench. 4. Conveyance System: The proposed 8" diameter onsite conveyance system was analyzed and according to the calculations, has adequate conveyance capacity to convey the 25 yr design storm event. The proposed storm system will also reach the required cleansing velocity during lower frequency design events. 5. Temporary Erosion Control: An Erosion Control Plan meeting the requirements of the 2009King County Surface Water Design Manual and City of Tukwila requirements, will be prepared as part of the Construction Plans. 6. Maintenance and Operation: A Maintenance and Operations Manual for the proposed storm system will be included in the final design document package. The system will be privately maintained. 7. Financial Guarantees and Liability: According to Chapter 1.2.7 of the 2009 KCSWDM, a Drainage Facilities Restoration and Site Stabilization Financial Guarantee will be required for the project. The Guarantee must be an amount sufficient to cover the cost of any corrective work performed specifically for the project. Prior to release of the guarantee, the applicant must do the following: A. Construct the drainage facilities. B. Receive final construction approval from the City of Tukwila. C. Pay all required fees. Financial guarantees will be provided at the time of submittal of the final TIR and construction plans and have not been included in this report. 8. Water Quality: Water quality treatment is a requirement of this project per KCSWDM section 1.2.8 threshold requirements and by the City of Tukwila storm -water management. See section 4.5 for a more detailed discussion. 9. Special requirement #1 Adopted area- specific requirements: This project does not lie in any one specific region that has adopted requirements. 10. Special requirement #2 Flood hazard area delineation: Not applicable. 11. Special requirement #3 Flood protection facilities: Not applicable. 12. Special requirement #4 Source control: is applicable to this project because it is a commercial/residential development per KCSWDM section 1.3.4. Source control measures that apply to this project include source controls applicable to the activity related to: • Clearing, grading, and preparation of land for small construction Projects • Demolition of buildings • Building construction The source control measures applicable are designed in to the site plan. 3.0 OFFSITE ANALYSIS (LEVEL 1 DOWNSTREAM) Not applicable. No discharge is proposed from the project. The proposed storm water facility is to provide 100% retention of a 7 day and 24 hour peak storm event. 4.0 PRELIMINARY FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN DISCUSSION 4.1 Existing Site Hydrology (Part A) The site is currently undeveloped. A paved driveway crosses the easterly margin of the parcel within an a private access easement which provide access to an existing commercial building located due north of the subject property. The site slopes downhill from the south to north about 3- 7 %. The overall flow direction of the system is to the north, due to topography. 4.2 Developed Site Hydrology (Part B) The site development will include the construction of a single three story building with commercial retail on the lower floor and the upper two levels providing four residential units. Surface water management runoff will be provided per the 2005 KCSWDM and the City of Tukwila requirements. All runoff from the proposed building roof will be tight -lined directly into the underground retention system while all proposed drivable surface (PGIS) will be treated prior to entering detention. The detention system is designed using Level 1 flow control practice. The developed site areas are described below: The storm drainage system will flow to a control structure with an oil-water separator. Water quality flows will drain to from the control catch basin into the infiltration system. 4.3 Performance Standards (Part C) Level 1 Flow Control per King County Storm -water Manual. 4.4 Flow Control System (Part D) See section 4.2 for discussion 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The proposed storm pipe is proposed to be 8" diameter. The 2009 KCSWDM will Be used for calculating storm water runoff for conveyance design. The proposed conveyance system will be sized to handle the un- detained 25 -year peak flows from the site. 6.0 SPECIAL REPORTS AND STUDIES None with this report. 7.0 OTHER PERMITS Right of Way Permit 8.0 TESC ANALYSIS AND DESIGN This small site will not require much erosion control if developed during the Summer months. The following are the simple BMP's that are required for erosion control on the site and should be utilized as a minimum standard for erosion control. These BMP's are obtained from the Appendix D of the KCSWDM, which the Erosion Control lead of the contractor should be familiar with prior to commencing construction. • Clearing Limits to be set according to the requirements of the construction plans Section D3.1) • Mulching steep slope areas (Section D3.2.2) • Temporary and Permanent Seeding (Section D3.2.6) • Silt Fence (Section D3.3.1) • Stabilized Construction Entrance (Section d.3.4.1) • Storm Drain Inlet Protection (Section D.3.5.3) Wet Season Requirements should be adhered to as follows: Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see Section D.4.2,p. D -8), these provisions include covering any newly seeded area with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the reviewer. 1. The allowed time that a disturbed area can remain un- worked without cover measures is reduced to two days, rather than seven days (Section D.4.2). 2. Stockpiles and steep cut and fill slopes are to be protected if un- worked for more than 12 hours (Section D.4.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (Section D.4.2) 4. All areas that are to be un- worked during the wet season shall be seeded within one week of the beginning of the wet season (Section 0) 5. Mulch is required to protect all seeded areas (Section 0). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (Section D.4.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse - grained soil (Section d.4.4.2) 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (Section D.4.5). 9.Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (Section 0). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (Section D.5.3). 11. Any runoff generated by dewatering shall be treated through construction of a sediment trap (Section D.4.5.1) when there is sufficient space or by releasing the water to a well - vegetated, gently sloping area. Since pumps are used for dewatering, it may be possible to pump these sediment -laden water well away from the surface water so that vegetation can be more effectively utilized for treatment. A straw bale filter shall be placed around the discharge from the dewatering pump. If there is not space for a sediment trap or 25 feet of suitable vegetation, other filtration methods shall be required consistent with KCC 9.12 12. The frequency of maintenance review increases from monthly to weekly (Section D.5.4.). 9.0 BOND QUANTITIES, FACIITY SUMMARIES & DECLARATION OF COVENANT 9.1 Bond Quantity Sheets See appendix E for Bond Estimate. 9.2 Flow Control and Water Quality Facility Summary Sheet And Sketch See appendix Band C for facilities summary. 9.3 Declaration of Covenant 10.0 MAINTENANCE AND OPERATIONS MANUAL Privately maintained and included with this report (see appendix D). Appendix "A" Level 1 Downstream Analysis Figures and Exhibits Not applicable, all runoff contained 100% onsite. Appendix `B" Flow Control Design Calculations eof ,4LcA 0.SO, Ac • / ,--) ,-4---- (2 ,/- r- 7At -1.• 4,--1 ,-;",/- Ac'/YrT,.... -7--/ tte,.._i. :11m/1)1/A14.1),)1 i mill )1 (7:11'-' = — . . , • , / — X ;),p.,egt• , .....* • . ' pig( [ , /...) /‘--,"‘-7--- rZA 7‘t • -:._- i ( ___ 5° . irr)( _ ic.- *I i . ' r i irr ‘) 4 c.c 5 ) 11 )711#41. e"444 : _ .. ,/,.., ,,v4.---The..) t/ 5 //■-, , , 7./e f ,-' C'.4 7? -) ,1' '14 $4 C) iel*I• 44)° 1'.7--. •t-r'-,.__. . --t-o. vc.r-?•.,./__ pc:d- 4,(4_91-is,*41 oi -i.), , i , ( icr 517-/-4/ 5- :57 -40 iv 4 t 4 i Lam-/-12, 4) 1 1, 4 . I -g-7 - , • 61.'; 3; . H1).7_ : , ' ' - • 7 7 " ' , . : .,,, " r e "1:** Z-4 41-60 • . — . . - ... . . r ,JS - = 04'q = -1. r!, "71-- A 4t I fr- (13)1- 01_, 311, LI) = 1-C13 t'• y -••■ c*".1 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Tkne Interval (min) Time to peak (min) Volume (cuff) Return period (Yrs) Inflow hyd(s) Maximum elevation (R) Maximum storage (cuff) Hydrograph description 1 2 4 5 SBUH Runoff SBUH Runoff Reservoir Reservoir 0.20 0.28 0.19 0.27 10 6U 10 60 470 480 480 480 2,804 6,492 2,806 6,494 100 100 100 100 1 2 100.19 100.27 26 36 24hr 100 yr storm 7 day 100yr stone Proj. file: hamad ofice bldg..GPW IDF file: Sample.idf Run date: 06 -07 -2012 _ • Hydrograph Report Page 1 Hyd. No. 1 24hr 100 yr storm Hydrograph type = SBUH Runoff Storm frequency = 100 yrs Drainage area = 0.20 ac Basin Slope = 5.0 % Tc method = LAG Total precip. = 4.10 in Storm duration = 24 hrs Peak discharge = 0.20 cfs Time interval = 10 min Curve number = 98 Hydraulic length = 250 ft Time of conc. (Tc) = 2.2 min Distribution = Type IA Shape factor = N/A English Total Volume = 2,804cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 6.00 0.04 8.17 0.05 6.33 0.05 6.50 0.05 8.67 0.05 8.83 0.05 7.00 0.05 7.17 0.06 7.33 0.07 7.50 0.07 7.67 0.15 7.83 0.20 « 8.00 0.19 8.17 0.14 8.33 0.09 8.50 0.08 8.67 0.07 8.83 0.07 9.00 0.06 9.17 0.05 9.33 0.05 9.50 0.05 9.67 0.04 9.83 0.04 10.00 0.04 10.17 0.04 ...End • Hydrograph Report Page 1 -Hyd. No. 2 7 day 100yr, storm Hydrograph type = SBUH Runoff Storm frequency = 100 yrs Drainage area = 0.20 ac Basin Slope = 5.0 % Tc method = LAG Total precip. = 10.00 in Storm duration = 24 hrs Peak discharge = 0.28 cfs Time interval = 60 min Curve number = 91.4 Hydraulic length = 250 ft Time of conc. (Tc) = 3.1 min Distribution = Type IA Shape factor = N/A English Total Volume a 6,492 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 5.00 0.06 8.00 0.09 7.00 0.11 8.00 0.28 << 9.00 0.21 10.00 0.10 11.00 0.11 12.00 0.07 13.00 0.08 14.00 0.08 15.00 0,07 16.00 0.06 17.00 0.06 ...End • .Hydrograph Report Page 1 _ ' Hyd. No. 4 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 1 Max. Elevation = 100.19 ft Peak discharge Time interval Reservoir name Max. Storage English = 0.19cfs = 10 min = 80 If inilt. tr = 26 cult Storage indication method used. Hydrograph Discharge Table Time Inflow Elevation (hrs) cfs ft 5.67 0.04 100.04 5.83 0.04 100.04 6.00 0.04 100.04 8.17 0.05 100.05 6.33 0.05 100.05 8.50 0.05 100.05 6.67 0.05 100.05 6.83 0.05 100.05 7.00 0.05 100.05 7.17 0.06 100.06 7.33 0.07 100.06 7.50 0.07 1 00.07 7.67 0.15 100.13 7.83 0.20 « 100.19 8.00 0.19 100.19 « 8.17 0.14 100.15 8.33 0.09 100.10 8.50 0.08 100.08 8.67 0.07 100.07 8.83 0.07 100.07 9.00 0.06 100.08 9.17 0.05 100.05 9.33 0.05 100.05 9.50 0.05 100.05 9.67 0.04 100.05 9.83 0.04 100.04 10.00 0.04 100.04 10.17 0.04 100.04 10.33 0.04 100.04 ...End Total Volume = 2,806 cult Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs la Vain 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.05 0.05 0.06 0.06 0.07 0.13 0.19 0.19 « 0.15 0.10 0.08 0.07 0.07 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 _ - Reservoir Report Page 1 Reservoir No. 1 - 80 If inilt. trench English Pond Data Bottom area = 132.0 sqft Side slope = 0.0 :1 Bottom elev. = 100.00 ft Depth = 3.00 ft Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sqft cuft cuft 0.00 100.00 132 0 0 0.30 100.30 132 40 40 0.60 100.60 132 40 79 0.90 100.90 132 40 119 1.20 101.20 132 40 158 1.50 101.50 132 40 198 1.80 101.80 132 40 238 2.10 102.10 132 40 277 2.40 102.40 132 40 317 2.70 102.70 132 40 356 3.00 103.00 132 40 396 Culvert / Orifice Structures Weir Structures [Al [B] [C] [D] [Al [B] [C] [D] Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.0 0.0 0.0 0.0 Span in = 0.0 0.0 0.0 0.0 Crest El. ft = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert EL ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope % = 0.00 0.00 0.00 0.00 N -Value = .000 .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 0.00 Multi-Stage = ----- No No No Taiiwater Elevation = 0.00 ft Stage / Storage / Discharge Table Mote: All outflows have been analyzed under inlet and outlet control. Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.03 4 100.03 0.06 8 100.06 0.09 12 100.09 0.12 16 100.12 0.15 20 100.15 0.18 24 100.18 0.21 28 100.21 0.24 32 100.24 0.27 36 100.27 0.30 40 100.30 Yu 0.00 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 Continues on next page... • 80 If Inkt. trench • Stage / Storage / Discharge Table Page 2 "Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.33 44 100.33 --- -- -- 0.36 48 100.36 --- -- 0.39 51 100.39 -- 0.42 55 100.42 -- 0.45 59 100.45 -- 0.48 63 100.48 --- 0.51 67 100.51 -- --- -- 0.54 71 100.54 -- - 0.57 75 100.57 - -- 0.60 79 100.60 --- --- 0.63 83 100.63 -- -- - 0.66 87 100.66 -- -- 0.69 91 100.69 0.72 95 100.72 - -- - - 0.75 99 100.75 -- 0.78 103 100.78 0.81 107 100.81 --- 0.84 111 100.84 0.87 115 100.87 -- --- 0.90 119 100.90 -- --- --- 0.93 123 100.93 -- -- - 0.96 127 100.96 - --- 0.99 131 100.99 1.02 135 101.02 -- 1.05 139 101.05 - --- 1.08 143 101.08 --- - --- 1.11 147 101.11 - 1.14 150 101.14 --- - --- 1.17 154 101.17 1.20 158 101.20 - --- 1.23 162 101.23 --- - --- 1.288 166 101.26 1.29 170 101.29 - 1.32 174 101.32 - - - 1.35 178 101.35 1.38 182 101.38 - 1.41 186 101.41 1.44 190 101.44 --- - -- 1.47 194 101.47 - -- - -- 1.50 198 101.50 - 1.53 202 101.53 1.56 206 101.56 1.59 210 101.59 - --- 1.62 214 101.62 -- --- - 1.65 218 101.65 - 1.68 222 101.68 1.71 226 101.71 1.74 230 101.74 --- - - 1.77 234 101.77 -- 1.80 238 101.80 1.83 242 101.83 -- -- -- 1.86 246 101.86 -- - 1.89 249 101.89 -- -- 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 Continues on next page... • 80 If inilt. trench • Stage / Storage / Discharge Table Page 3 Stage Storage Elevation Clv A Clv 8 Clv C Clv D Wr A Wr 0 Wr C Wr 0 Discharge ft cuft ft cfs cfs cfS cfs cfs cfs cfs cfs cfs 1.92 253 101.92 1.95 257 101.95 - - - ..... - 1.98 281 101.98 2.01 265 102.01 - 2.04 269 102.04 2.07 273 102.07 ...... - - 2.10 277 102.10 - 2.13 281 102.13 - *A - - 2.16 285 102.16 - - WO. ••••■•■ ■•■■••• 2.19 289 102.19 - - ••••••• F.. ...M. 2.22 293 102.22 2.25 297 102.25 - - - 2.28 301 102.28 - 2.31 305 102.31 2.34 309 102.34 - ___ ...... - MOW ...... 2.37 313 102.37 - 2.40 317 102.40 - - - 2.43 321 102.43 2.48 325 102.48 - - - ..... 2.49 329 102.49 - -- •••••00 ...m. - •••■•• 2.52 333 102.52 ...... - 2.55 337 102.55 - - 2.58 341 102.58 - - - 2.61 345 102.81 2.64 348 102.64 2.87 352 102.87 - ...... ..... ___ ___ 2.70 356 102.70 2.73 360 102.73 2.76 364 102.76 - - *Om 2.79 388 102.79 2.82 372 102.82 2.85 376 102.85 2.88 380 102.88 - 0.000 •••••• .••=, - •■•■•••• •••••• ■■••••• ••••••• ••••■••• •■••■■ •■••••• •••••• m.om On11.8 ■•■•• 2.91 384 102.91 2.94 388 102.94 2.97 392 102.97 3.00 396 103.00 ...End ••••••• •■••• .01 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 • . Hydrograph Report Page 1 'Hyd. No. 5 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Max. Elevation = 100.27 ft Peak discharge Time interval Reservoir name Max. Storage English = 0.27 cfs = 60 min = 80 If inilt. tr = 36 cuft Storage indication method used Hydrograph Discharge Table Time Inflow (hrs) cfs 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 ...End Elevation Clv A ft cfs 0.06 100.06 0.09 100.08 0.11 100.11 0.28« 100.27 « 0.21 100.22 0.10 100.09 0.11 100.11 0.07 100.07 0.08 100.08 0.06 100.07 0.07 100.07 0.06 100.06 0.08 100.06 0.05 100.06 Total Volume = 8,494 cult Clv B Clv C Clv D Wr A Wr B Wr C cfs cfs cfs cfs cfs cfs Wr D cfs Outflow cfs 0.06 0.08 0.11 0.27« 0.22 0.09 0.11 0.07 0.08 0.07 0.07 0.06 0.06 0.06 • • Reservoir Report Page 1 Reservoir No. 1 - 80 If inilt. trench English Pond Data Bottom area = 132.0 sqft Side slope = 0.0:1 Bottom elev. = 100.00 ft Depth = 3.00 ft Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sqft cuft cuft 0.00 100.00 132 0 0 0.30 100.30 132 40 40 0.60 100.60 132 40 79 0.90 100.90 132 40 119 1.20 101.20 132 40 158 1.50 101.50 132 40 198 1.80 101.80 132 40 238 2.10 102.10 132 40 277 2.40 102.40 132 40 317 2.70 102.70 132 40 358 3.00 103.00 132 40 396 Culvert / Orifice Structures Weir Structures [Al [B] [C] [D] [A] [B] [C] [D] Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.0 0.0 0.0 0.0 Span in = 0.0 0.0 0.0 0.0 Crest El. ft = 0.00 0.00 0.00 0.00 No Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 invert El. ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Length ft = 0.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.00 0.00 0.00 0.00 N-Value = .000 .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 0.00 Multi -Stage = ----- No No No Tailwater Elevation = 0.00 ft Stage / Storage / Discharge Table Note: All outflows have been analyzed under inlet and outlet control. Stage Storage Elevation Civ A CIv B Civ C Civ D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.03 4 100.03 0.06 8 100.06 0.09 12 100.09 0.12 16 100.12 0.15 20 100.15 0.18 24 100.18 0.21 28 100:21 0.24 32 100.24 0.27 36 100.27 0.30 40 100.30 0.00 0.03 0.08 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 Continues on next page... • 80 It initt. trench • Stage / Storage / Discharge Table Page 2 Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge " ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.33 44 100.33 - - - - - WO. 0.30 0.36 48 100.36 0.30 0.39 51 100.39 0.30 0.42 55 100.42 - -- -- --- - - --- 0.30 0.45 59 100.45 0.30 0.48 63 100.48 - - - --- - - 0.30 0.51 67 100.51 - - - - -- - - 0.30 0.54 71 100.54 - 0.30 0.57 75 100.57 - -- - -- - - - 0.30 0.60 79 100.60 -- - - - - 0.30 0.63 83 100.83 -- 0.30 0.86 87 100.68 - - -- --- --- --- - 0.30 0.69 91 100.89 -- 0.30 0.72 95 100.72 - - - - - - 0.30 0.75 99 100.75 - --- - - - - 0.30 0.78 103 100.78 - 0.30 0.81 107 100.81 - 0.30 0.84 111 100.84 - -- 0.30 0.87 115 100.87 -- - - - - - - 0.30 0.90 119 100.90 - 0.30 0.93 123 100.93 - -- --- 0.30 0.98 127 100.96 - --- -- 0.30 0.99 131 100.99 - - ....... - - - -- 0.30 1.02 135 101.02 -- 0.30 1.05 139 101.05 - - - - - - - 0.30 1.08 143 101.08 - - - - - - 0.30 1.11 147 101.11 - 0.30 1.14 150 101.14 - 0.30 1.17 154 101.17 - 0.30 1.20 158 101.20 - 0.30 1.23 182 101.23 - - - - -- - 0.30 1.28 166 101.26 -- 0.30 1.29 170 101.29 - 0.30 1.32 174 101.32 0.30 1.35 178 101.35 -- - - - --- - 0.30 1.38 182 101.38 - - -- 0.30 1.41 186 101.41 -- 0.30 1.44 190 101.44 -- 0.30 1.47 194 101.47 -- - 0.30 1.50 198 101.50 -- - - - - -- - - 0.30 1.53 202 101.53 - - 0.30 1.56 206 101.58 - --- 0.30 1.59 210 101.59 - 0.30 1.82 214 101.62 - --- - - -- --- 0.30 1.65 218 101.85 - - 0.30 1.88 222 101.68 - - - - -- -- - 0.30 1.71 226 101.71 -- - - --- - - 0.30 1.74 230 101.74 - - - -- - - VAN 0.30 1.77 234 101.77 - 0.30 1.80 238 101.80 - - - - M.N. -- --- 0.30 1.83 242 101.83 - - --- - - - 0.30 1.86 246 101.88 - - - Na - -- M.O. - 0.30 1.89 249 101.89 - - -- 0.30 Continues on next page... • 801f hilt. trench • Stage / Storage / Discharge Table Page 3 'Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr 8 Wr C Wr D Discharge ft cuff ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.92 253 101.92 - _ - - _ ••■•••• 1.95 257 101.95 1.98 261 101.98 _ - ■•■••I •■•■■•■• .10. - - MI* 2.01 265 102.01 - - - WIMP •••••• •••••• •••••• ■•■•••• 2.04 269 102.04 2.07 273 102.07 - - ODOM. 2.10 277 102.10 - 2.13 281 102.13 - ...... ...... ..... - ...me - 2.16 285 102.18 - _ MUM - 2.19 289 102.19 - - 2.22 293 102.22 2.25 297 102.25 .... 2.28 301 102.28 - .••■••• - - M./ :lab= 2.31 305 102.31 - 2.34 309 102.34 2.37 313 102.37 - ••••■•• MM.. •■■•■• Ia.. - - 2.40 317 102.40 - ...... _ .6.. ••••■■ ••••••• - .4* 2.43 321 102.43 - 2.48 325 102.46 - 2.49 329 102.49 - 0.11••• ■••••• - fa WM •••••• - M.N. 2.52 333 102.52 - ..... 4* - - AO.. 2.55 337 102.55 - =OWE -- 2.58 341 102.58 -- 2.61 345 102.61 2.64 348 102.64 - - - _ - - 2.67 352 102.67 - 2.70 356 102.70 - - 2.73 360 102.73 2.78 384 102.76 ___ - - O.* •••••• - ■II■ 2.79 368 102.79 - - ...... - •••••• - •■••■■•• 2.82 372 102.82 - 2.85 376 102.85 - ....11 •••••• ••••••• - ••••••• =ma* 2.88 380 102.88 - _ - •■••••• - *rig - 2.91 384 102.91 - _. _ ..... - - ...Ma 2.94 388 102.94 - 2.97 392 102.97 - .1.11.1 0.••••■ - - - 3.00 396 103.00 - ..1••• MeV .11••• - ..... Wa■•• ••■•MIO ...End 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 (' 24 1 b401 C) < - V / :0 74. i'v7 1,-1,0 1 i ( Is) 0 b S is" ‘ty ci5 • ,:. ' ) ey^ -1,)?1: .:;,h-P-siV 3' -v4 3 /- C*■:2;)Y:s-Viiefil 0(f) e2.- 71),I)PY/7> 6-v L re.:/ 4.2 "v/ 5 /1 rv(Y/i/v '14 ,*\ .(1 • pvt.i.,:x If'/ILq y c / c • 2, , -?P'7 35() Cr 3 ■ if 1•1 - t 1,71 ( :,5rdr'Z'ct I Al; r • ' r‘' . (-) v & a °Cti7t' , 72 9 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (gin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Return period (Yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 2 4 5 7 8 9 10 SBUH Runoff SBUH Runoff Reservoir Reservoir SBUH Runoff SBUH Runoff Reservoir Reservoir 0.20 0.28 0.19 027 0.05 0.08 0.05 0.06 10 80 10 80 10 60 10 80 470 480 480 480 470 480 470 480 2,804 6,492 2,805 6,494 701 1,769 701 1,771 100 100 100 100 100 100 100 100 1 2 7 8 100.19 100.27 100.24 100.30 26 36 8 50 24hr 100 yr storm 7 day 100yr storm 164th 100 yr 24 hr 164th 100 yr 7 day Proj. file: hamad ofice bldg..GPW IDF file: Sample.idf Run date: 03 -06 -2013 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 2 4 5 7 8 9 10 SBUH Runoff SBUH Runoff Reservoir Reservoir SBUH Runoff SBUH Runoff Reservoir Reservoir 0.20 0.28 0.19 0.27 0.05 0.08 0.05 0.06 10 60 10 60 10 60 10 60 470 480 480 480 470 480 470 480 2,804 6,492 2,805 6,494 701 1,769 701 1,771 100 100 100 100 100 100 100 100 1 2 7 8 100.19 100.27 100.24 100.30 26 36 8 50 24hr 100 yr storm 7 day 100yr storm 164th 100 yr 24 hr 164th 100 yr 7 day Proj. file: hamad ofice bldg..GPW IDF file: Sample.idf Run date: 03 -06 -2013 Hydrograph Report Page 1 • Hyd. No. 7 164th 100 yr 24 hr Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SBUH Runoff = 100 yrs 0.05 ac = 5.0 % =LAG = 4.10 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor _thgnsn = 0.05 cfs 10 min 98 = 150 ft = 1.4 min = Type IA = N/A Total Volume = 701 cuft Hydrograph Discharge Table Time - Outflow (hrs cfs) 8.00 0.01 6.17 0.01 6.33 0.01 6.50 0.01 6.67 0.01 6.83 0.01 7.00 0.01 7.17 0.01 7.33 0.02 7.50 0.02 7.67 0.04 7.83 0.05 « 8.00 0.05 8.17 0.03 8.33 0.02 8.50 0.02 8.67 0.02 8.83 0.02 9.00 0.01 9.17 0.01 9.33 0.01 9.50 0.01 9.67 0.01 9.83 0.01 10.00 0.01 10.17 0.01 ...End ' .Hydrograph Report Page 1 'Hyd. No. 8 164th 100 yr 7 day Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SBUH Runoff = 100 yrs = 0.05 ac = 5.0% =LAG = 10.00 in = 24 hrs _"_.tngusn Peak discharge = 0.08 cfs Time interval = 60 miry Curve number = 98 Hydraulic length = 150 ft Time of conc. (Tc) = 1.4 min Distribution = Type IA Shape factor = N/A Total Volume =1,769 cult Hydrograph Discharge Table Time -- Outflow (hrs cfs) 4.00 0.02 5.00 0.02 6.00 0.02 7.00 0.03 8.00 0.08 « 9.00 0.05 10.00 0.03 11.00 0.03 12.00 0.02 13.00 0.02 14.00 0.02 15.00 0.02 ...End ,Hydrograph Report Page 1 'Hyd. No. 9 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 7 Max. Elevation = 100.24 ft Peak discharge Time interval Reservoir name Max. Storage Lttgnsn = 0.05 cfs = 10 min = 164th trench = 8 cuft Storage Indication method used Hydrograph Discharge Table Time Inflow Elevation (hrs) cfs ft 5.83 0.01 100.05 6.00 0.01 100.05 6.17 0.01 100.06 6.33 0.01 100.06 6.50 0.01 100.06 6.67 0.01 100.06 6.83 0.01 100.06 7.00 0.01 100.06 7.17 0.01 100.07 7.33 0.02 100.08 7.50 0.02 100.09 7.67 0.04 100.16 7.83 0.05 « 100.24 8.00 0.05 100.24 8.17 0.03 100.18 8.33 0.02 100.12 8.50 0.02 100.09 8.67 0.02 100.09 8.83 0.02 100.09 9.00 0.01 100.08 9.17 0.01 100.07 9.33 0.01 100.06 9.50 0.01 100.06 9.67 0.01 100.06 9.83 0.01 100.08 10.00 0.01 100.05 10.17 0.01 100.05 10.33 0.01 100.05 ...End Total Volume = 701 cuft CIv A CIv B CIv C Clv D Wr A Wr B Wr C cfs cfs cfs cfs cfs cfs cfs Wr D Outflow cfs cfs 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.05 « 0.05 0.04 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 • . Reservoir Report Page 1 _Reservoir No. 2 - 164th trench Pond Data Bottom area = 33.0 sqft Stage / Storage Table Stage Elevation ft ft 0.00 100.00 0.30 100.30 0.60 100.60 0.90 100.90 1.20 101.20 1.50 101.50 1.80 101.80 2.10 102.10 2.40 102.40 2.70 102.70 3.00 103.00 - "ehguan Side slope = 0.0:1 Bottom elev. = 100.00 ft Depth = 3.00 ft Contour area sqft 33 33 33 33 33 33 33 33 33 33 33 Incr. Storage Total storage cuft cuft 0 10 10 10 10 10 10 10 10 10 10 0 10 20 30 40 50 59 69 79 89 99 Culvert / Orifice Structures Rise in Span in No. Barrels Invert El. ft Length ft Slope % N -Value Orif. Coeff. Multi -Stage [A] [B] [C] [D] = 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 = 0 0 0 0 = 0.00 0.00 0.00 0.00 = 0.0 0.0 0.0 0.0 = 0.00 0.00 0.00 0.00 = .000 .000 .000 .000 = 0.00 0.00 0.00 0.00 _ ----- No No No Weir Structures [A] [3] [C] [D] Crest Len ft = 0.0 Crest El. ft = 0.00 Weir Coeff. = 0.00 Eqn. Exp. = 0.00 Multi -Stage = No 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No No No Tailwater Elevation = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation ft cuft ft 0.00 0 1 00.00 0.03 1 100.03 0.06 2 100.06 0.09 3 100.09 0.12 4 100.12 0.15 5 100.15 0.18 6 100.18 0.21 7 100.21 0.24 8 100.24 0.27 9 100.27 0.30 10 100.30 Note. All outflows have been analyzed under inlet and outlet control. Civ A Civ B CIv C Clv D Wr A Wr B cfs cfs cfs cfs cfs cfs Wr C cfs Wr D Discharge cfs cfs 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.05 0.06 Continues on next page... 4 • , 164th trench • Stage / Storage / Discharge Table Page 2 • Stage Storage Elevation Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.33 11 100.33 0.36 12 100.36 0.39 13 100.39 0.42 14 100.42 0.45 15 100.45 0.48 16 100.48 0.51 17 100.51 0.54 18 100.54 0.57 19 100.57 0.60 20 100.60 0.63 21 100.63 0.66 22 100.66 0.69 23 100.69 0.72 24 100.72 0.75 25 100.75 0.78 26 100.78 0.81 27 100.81 0.84 28 100.84 0.87 29 100.87 0.90 30 100.90 0.93 31 100.93 0.96 32 100.96 0.99 33 100.99 1.02 34 101.02 1.05 35 101.05 1.08 38 101.08 1.11 37 101.11 1.14 38 101.14 1.17 39 101.17 1.20 40 101.20 1.23 41 101.23 1.26 42 101.26 1.29 43 101.29 1.32 44 101.32 1.35 45 101.35 1.38 46 101.38 1.41 47 101.41 1.44 48 101.44 1.47 49 101.47 1.50 50 101.50 1.53 50 101.53 1.56 51 101.56 1.59 52 101.59 1.62 53 101.62 1.65 54 101.65 1.68 55 101.68 1.71 56 101.71 1.74 57 101.74 1.77 58 101.77 1.80 59 101.80 1.83 60 101.83 1.86 61 101.86 1.89 62 101.89 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.08 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 Continues on next page... .Reservoir Report Page 1 r •Reservoir No. 2 - 164th trench Pond Data Bottom area = 33.0 sqft Stage / Storage Table Stage Elevation ft ft 0.00 0.30 0.60 0.90 1.20 1.50 1.80 2.10 2.40 2.70 3.00 100.00 100.30 100.60 100.90 101.20 101.50 101.80 102.10 102.40 102.70 103.00 _• &rtgusn Side slope = 0.0:1 Bottom elev. = 100.00 ft Depth = 3.00 ft Contour area sqft 33 33 33 33 33 33 33 33 33 33 33 Incr. Storage Total storage cuft cuft 0 10 10 10 10 10 10 10 10 10 10 0 10 20 30 40 50 59 69 79 89 99 Culvert / Orifice Structures Rise in Span in No. Barrels Invert El. ft Length ft Slope % N -Value Orif. Coeff. Mufti-Stage [A] [B] [C] [D] = 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 = 0 0 0 0 = 0.00 0.00 0.00 0.00 = 0.0 0.0 0.0 0.0 = 0.00 0.00 0.00 0.00 = .000 .000 .000 .000 = 0.00 0.00 0.00 0.00 _ ---- No No No Weir Structures [A] Crest Len ft = 0.0 Crest El. ft = 0.00 Weir Coeff. = 0.00 Eqn. Exp. = 0.00 Multi -Stage = No [B] [C] [D] 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No No No Tailwater Elevation = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation ft cuft ft 0.00 0 100.00 0.03 1 100.03 0.06 2 100.06 0.09 3 100.09 0.12 4 100.12 0.15 5 100.15 0.18 6 100.18 0.21 7 100.21 0.24 8 100.24 0.27 9 100.27 0.30 10 100.30 Note: All outflows have been analyzed under inlet and outlet control. Clv A Clv B Clv C Clv D Wr A Wr B cfs cfs cfs cfs cfs cfs Wr C cfs Wr D Discharge cfs cfs 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.05 0.06 Continues on next page... • 164th trench ^ Stage / Storage / Discharge Table Page 3 ' Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ▪ ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.92 63 101.92 - - 0.06 1.95 64 101.95 - -- - --- 0.06 1.98 65 101.98 -- - --- 0.06 2.01 66 102.01 - - - - - 0.06 2.04 67 102.04 -- - 0.06 2.07 68 102.07 - - - - --- 0.06 2.10 69 102.10 -- --- - 0.06 2.13 70 102.13 - - - 0.06 2.16 71 102.16 - 0.06 2.19 72 102.19 - - - 0.06 2.22 73 102.22 -- - -- - - - - - 0.06 2.25 74 102.25 - - - - - - - 0.06 2.28 75 102.28 - -- - - 0.06 2.31 76 102.31 - - - - 0.06 2.34 77 102.34 - - - - 0.06 2.37 78 102.37 0.06 2.40 79 102.40 --- - - - 0.06 2.43 80 102.43 - - - - 0.06 2.48 81 102.46 - - - - - - 0.06 2.49 82 102.49 - 0.06 2.52 83 102.52 --- - 0.08 2.55 84 102.55 -- - - 0.06 2.58 85 102.58 - - - --- - 0.06 2.61 86 102.61 - 0.06 2.64 87 102.64 - - - - - - 0.06 2.67 88 102.67 - - -- - - - 0.06 2.70 89 102.70 -- - - - - - 0.06 2.73 90 102.73 - - - - - --- 0.06 2.76 91 102.76 - -- - - - - 0.06 2.79 92 102.79 - - - 0.06 2.82 93 102.82 -- - - - 0.06 2.85 94 102.85 - - - - - - 0.06 2.88 95 102.88 - - - 0.06 2.91 96 102.91 - - 0.06 2.94 97 102.94 - - --- - 0.06 2.97 98 102.97 - - - 0.06 3.00 99 103.00 - - - - 0.06 ...End • Hydrograph Report Page 1 Hyd. No. 10 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 8 Max. Elevation = 100.30 ft Peak discharge Time interval Reservoir name Max. Storage _ „s„ = 0.06 cfs = 60 min = 164th trench = 50 cult Storage Indi atiom method used. Hydrograph Discharge Table Time (hrs) Inflow Elevation cfs ft 3.00 0.02 100.08 4.00 0.02 100.08 5.00 0.02 100.10 6.00 0.02 100.12 7.00 0.03 100.15 8.00 0.08 « 100.30 « 9.00 0.05 100.30 « 10.00 0.03 100.21 11.00 0.03 100.07 12.00 0.02 100.15 14.00 0.02 100.12 16.00 0.01 100.10 18.00 0.01 100.09 20.00 0.01 100.08 22.00 0.01 100.07 ...End Total Volume =1,771 cuft CIv A Clv B CIv C Clv D Wr A Wr B Wr C cfs cfs cfs cfs cfs cfs cfs Wr D cfs Outflow cfs 0.02 0.02 0.02 0.02 0.03 0.06 « 0.08 « 0.04 0.01 0.03 0.02 0.02 0.02 0.02 0.01 1 . Reservoir Report t • Page 1 " Reservoir No. 2 - •64th trench 5 '' -Eiigusn Pond Data Bottom area = 33.0 sqft Side slope = 0.0:1 Bottom elev. = 100.00 ft Depth = 3.00 ft Stage / Storage Table Stage Elevation Contour area Incr. Storage ft ft sqft cuft 0.00 0.30 0.60 0.90 1.20 1.50 1.80 2.10 2.40 2.70 3.00 100.00 100.30 100.60 100.90 101.20 101.50 101.80 102.10 102.40 102.70 103.00 33 0 33 10 33 10 33 10 33 10 33 10 33 10 33 10 33 10 33 10 33 10 Total storage cuft 0 10 20 30 40 50 59 69 79 89 99 Culvert / Orifice Structures Rise in Span in No. Barrels Invert El. ft Length ft Slope % N -Value Orif. Coeff. Multi -Stage [A] [B] [C] [D] = 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 = 0 0 0 0 = 0.00 0.00 0.00 0.00 = 0.0 0.0 0.0 0.0 = 0.00 0.00 0.00 0.00 = .000 .000 .000 .000 = 0.00 0.00 0.00 0.00 _ - No No No Weir Structures [A] [B] [C] [D] Crest Len ft = 0.0 Crest El. ft = 0.00 Weir Coeff. = 0.00 Eqn. Exp. = 0.00 Multi -Stage = No 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No No No Tailwater Elevation = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Clv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.03 1 100.03 0.06 2 100.06 0.09 3 100.09 0.12 4 100.12 0.15 5 100.15 0.18 6 100.18 0.21 7 100.21 0.24 8 100.24 0.27 9 100.27 0.30 10 100.30 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.05 0.06 Continues on next page... li " 164th trench Stage / Storage / Discharge Table Page 2 I, •Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr 0 Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.33 11 100.33 - - 0.06 0.36 12 100.36 - - - - 0.06 0.39 13 100.39 --- - 0.06 0.42 14 100.42 - --- 0.06 0.45 15 100.45 - - - - --- - 0.06 0.48 16 100.48 - - - - - 0.06 0.51 17 100.51 - --- - 0.06 0.54 18 100.54 - - - Q.06 0.57 19 100.57 -- - - 0.06 0.60 20 100.60 - 0.06 0.63 21 100.63 -- -- - --- 0.08 0.66 22 100.66 - - - 0.06 0.69 23 100.69 - - --- - 0.06 0.72 24 100.72 -- - - - - - - 0.06 0.75 25 100.75 -- - - - - 0.06 0.78 26 100.78 - - - - 0.06 0.81 27 100.81 -- - -- 0.06 0.84 28 100.84 -- - 0.06 0.87 29 100.87 - - - - - 0.06 0.90 30 100.90 - - - - - 0.06 0.93 31 100.93 - 0.08 0.96 32 100.96 - 0.06 0.99 33 100.99 - --- - -- - - 0.06 1.02 34 101.02 -- - - - - 0.06 1.05 35 101.05 -- - - - 0.06 1.08 36 101.08 -- - - - - 0.06 1.11 37 101.11 - - - - 0.06 1.14 38 101.14 - - - - - 0.06 1.17 39 101.17 --- - - - 0.06 1.20 40 101.20 -- - - - - 0.06 1.23 41 101.23 - - - --- - 0.06 1.26 42 101.26 - 0.06 1.29 43 101.29 -- - - - - 0.06 1.32 44 101.32 - -- 0.06 1.35 45 101.35 --- - - 0.06 1.38 46 101.38 - - - - - - 0.06 1.41 47 101.41 - - --- --- - - 0.06 1.44 48 101.44 - - -- - 0.06 1.47 49 101.47 -- - - - - - 0.06 1.50 50 101.50 - -- - - - 0.06 1.53 50 101.53 - - - - 0.06 1.56 51 101.56 - - - 0.06 1.59 52 101.59 - - - 0.06 1.62 53 101.62 - - - --- 0.06 1.65 54 101.65 - - --- - - - 0.06 1.68 55 101.68 - - --- 0.06 1.71 56 101.71 - - - - - 0.06 1.74 57 101.74 - - 0.06 1.77 58 101.77 - - - - - 0.06 1.80 59 101.80 - -- - --- - - - - 0.06 1.83 60 101.83 -- - 0.06 1.86 61 101.86 - - - - --- 0.06 1.89 62 101.89 - - - - - - 0.06 Continues on next page... e a 164th trench Stage / Storage / Discharge Table Page 3 r Stage Storage Elevation CIv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.92 63 101.92 - 0.06 1.95 64 101.95 - - 0.06 1.98 65 101.98 --- - 0.06 2.01 66 102.01 - - -- - 0.06 2.04 67 102.04 --- 0.06 2.07 68 102.07 -- - - - - 0.06 2.10 69 102.10 - - - - 0.06 2.13 70 102.13 -- - - - - 0.06 2.16 71 102.16 - - - 0.06 2.19 72 102.19 - -- - 0.06 2.22 73 102.22 -- - - - 0.06 2.25 74 102.25 - - - - - 0.06 2.28 75 102.28 -- - --- 0.06 2.31 76 102.31 - - 0.06 2.34 77 102.34 - - - - 0.06 2.37 78 102.37 --- --- 0.06 2.40 79 102.40 - --- - - 0.06 2.43 80 102.43 - - - 0.06 2.46 81 102.46 - - - - --- 0.06 2.49 82 102.49 - - - 0.06 2.52 83 102.52 -- - - - - - - 0.06 2.55 84 102.55 - - - - 0.06 2.58 85 102.58 - - -- - - - 0.06 2.61 86 102.61 -- - --- - 0.06 2.64 87 102.64 - - - 0.06 2.67 88 102.67 - - - - - - 0.06 2.70 89 102.70 0.06 2.73 90 102.73 - - - - - - 0.06 2.76 91 102.76 - - - 0.06 2.79 92 102.79 - - - - 0.06 2.82 93 102.82 - 0.06 2.85 94 102.85 - - --- - - 0.06 2.88 95 102.88 - - - 0.06 2.91 96 102.91 -- - - -- - - 0.06 2.94 97 102.94 - 0.06 2.97 98 102.97 - - - - --- - - 0.06 3.00 99 103.00 - - - - 0.06 ...End • October 28, 2013 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Development Permit No. D12 -384 Plumbing/Gas Piping Permit No. PG13 -078 Dear Mr. Hamad, This letter is in response to your written request for an extension to Permit Numbers D12-384 and PG 13- 078 for McMicken Court Building project. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be extending your permits an additional 180 days from their date of expiration. Consequently the updated expiration dates are as follows: D12 -334: March 21, 2014 PG13 -078: May 26, 2014 If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: Permit No. D12 -384 & PG13 -078 W:\Permit Center\Extension Letters\Permits\2013\PG13 -078 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 - 431 -3665 Ian Hamad 4632 NE 89th Street Seattle WA 98115 RECEIVED OCT 22 2013 r �ui�Ml IJl 10/25/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, #100 Tukwila, WA 98188 RE: Permit No. D12 -384 I herewith request an extension for my permit. Because I broke my collarbone playing soccer I could not work on the building, which caused the delay in the project. Best regards Ian Hamad CO-1 -� -13 10.tva &hey k)(A, niv ilq /0/000/3 09 -03 -2013 IAN HAMAD 4632 NE 89 ST SEATTLE WA 98115 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace. Director RE: Permit No. D12 -384 MCMICKEN COURT BUILDING 4220 S 164 ST 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/27/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/27/2013, 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, Bill Rambo Permit Technician File: Permit File No. D12 -384 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fav 206-431-3665 January 15, 2013 Ian Hamad 4632 NE 89 Street Seattle, WA 98115 Ci ty of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #1 Building Permit Application Number D12 -384 McMicken Court Building — 4220 S 164 Street Dear Mr. Hamad, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. If you have questions regarding the attached comments, please contact the correct individual listed below: Building Department: Allen Johannessen at 206 433 -7163 Planning Department: Stacy MacGregor at 206 433 -7166 Public Works Department: David McPherson at 206 431 -2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, all Fi o. D12 -38 ian W:lPermit CentertCorrection Lettersl1012012 -384 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: December 14, 2012 Project Name: McMicken Court Building Permit #: D12 -384 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. 1. On the cover sheet, item #2, change code reference to 2009 IBC. In addition, in the "Code Summary", include 2009 IMC, 2009 Washington State Energy Code (WSEC), 2003 ANSI Barrier Free codes and any other related codes under the current 2009 codes. Specify the number of required and provided accessible parking and specifying at least one van accessible parking provided. Specify the type of residential unit provided on the main floor. 2. Provide details with dimensions and specifications for the accessible parking and signage. (2003 ANSI 502) 3. The plan showing the laundry room and storage rooms accessed by way of the stair enclosure shall not be allowed per code. "An exit enclosure shall not be used for any purpose other than means of egress." "Exits shall discharge directly to the exterior of the building." "An exit passageway shall not be used for any purpose other than as a means of egress." The code commentary also specifies that an exit stairway or ramp shall not be used for any purpose other than as a means of egress. The objective is to minimize the possibility of fire spreading into an exit enclosure and endangering the occupants or preventing the use of the exit. These spaces specified in the code commentary are spaces not normally occupied and are not limited to, storage closet opening into the stairway, toilet rooms, electrical/mechanical equipment rooms and janitorial closets. Revise the plan to provide access to the laundry room and storage rooms other than by way of the exit enclosures and exit passage ways which are only to be used only for means of egress from the occupied spaces. (IBC 1022.1, 1023.1 & 1027.1) 4. Some walls intended or required to be one hour rated are not identified as one hour on the wall type's sheet. Provide the specification for wall #9 and other walls required to be one hour rated. 5. Provide additional window and door schedule information in addition to the schedule on sheet A9.01 with specifications for fire ratings, type of opening frames, hardware, door weather and smoke seals etc., and keyed to the specific doors and windows shown on the plans. Door and window hardware shall comply with accessible barrier free requirements. Specify those windows required to meet egress and windows safety glazed or tempered. 0 1 6. The corridors and stair enclosures shall be required to be provided with a source of ventilation. The ventilation shall provide air directly from the outside. With a minimum of 0.06 cfm of exchange air. In the case of the interior corridors that air shall be provided by a shaft extending from the outside and not interfering with the stair enclosures. Show provisions for ventilation to the exit corridors and stair enclosures each provided with its separate means of ventilation. (IBC 1022.5, IMC 403.3 and Table 403.3 Washington State amendments) 7. Show provisions for ventilation fans to bathrooms, restrooms and laundry facilities. Provide enclosure details for the ducts that supply the exhaust/ventilation to those areas where duct enclosures may pass through other building elements that require fire separations and specify with details the fire ratings for those duct enclosures. 8. Specify whole house ventilation provided for the residential units. (IMC 403.8 & TABLE 403.8.1 Washington State Amendments) 9. Provide a specific detail for the wall identified as W7 at the foundation level. The detail shall show how the exterior wall is provided with the minimum R -10 insulation extending from the bottom of the footing or a minimum of 24 inches up to the mud sill if placed on the exterior. Above grade insulation shall be protected; specify the type of insulation protection. The R -10 insulation shall provide a minimum of 24 inch thermal brake whether placed from the inside or exterior, extending up to the wall mud sill. (2009 WSEC 1311.5) 10. Roof insulation detail needs clarification. Also the design shown is not consistent with the requirements of the energy code. Roof insulation shall be R -49 unless advanced framing. A one inch min. air space shall be provided above the insulation between the roof deck and the insulation design. Provide a detail with specifications for the roof insulation to show compliance with WSEC. Include a detail for proposed roof venting at the wall plat and roof ridges. (2009 WSEC Chapter 13 & Table 13.1) 11. In addition to the roof design clarification mentioned above, indicate if the intent is to have fire sprinklers in the attic and include that information in the roof/attic details. 12. Smoke and Carbon monoxide (CO) alarms shall be required. Smoke alarms shall be in each sleeping room and be outside each separate sleeping area in the immediate vicinity of the bedrooms. CO alarms shall be outside each separate sleeping area in the immediate vicinity of the bedrooms. Show smoke and CO alarms on the floor plans. Provide specifications for smoke alarm power source and battery backup. (IBC 314 & 315) 13. Show locations for attic access with details for each portion of the different roofs attics and specify weather stripping with insulation for the attic access doors. 14. Specify source of heat type for each space and where the heating systems are located in the individual units. Gas heating shall require exhaust and combustion ventilation. Electrical type heating shall meet code requirements of the WSEC. 15. Identify where the fire- sprinkler room for the building is to be located. 16. On the structural sheet S2 detail #7 the wall detail shows anchor bolts for that wall over thickened slab footing, however the note specifies ramset @ 16 inches on center. Provide clarification of the notes to indicate which walls are intended for the ramset anchors and which walls (assumed sheer walls) are bolted at the thickened slab footing. 17. Provide structural drawings that are signed with stamp -seal by the engineer. 18. Provide a plumbing plan with isometric and plan view of all plumbing. Also provide a mechanical and electrical plan. ID 44 19. Provide a completed building envelope summary, 2009 Washington State Energy Code Compliance form for non - residential and multifamily residential. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. 1 Tukwila Planning Division Stacy MacGregor, Assistant Planner Date: December 12, 2012 Project Name: McMicken Court Building Address: 4228 S 164th Street Permit #: D12 -384 Plan Reviewer: Stacy MacGregor Please review and revise the plans to address the following issues. If you have any questions, Stacy MacGregor is the planner assigned to the file and can be reached at 206 - 433 -7166. This project has been approved by the Board of Architectural review. Any change to the approved design shall be clouded on the plan set and shall include a statement explaining the reason for the deviation. Please include with your resubmittal the following items: 1. Provide plans for the trash enclosure. The trash enclosure shall be made of or wrapped in split - face CMU in a gray color that approximates the gray color at the base of the building. 2. Provide plans for the irrigation system. The landscape strip between the sidewalk and the street shall be irrigated. 3. As condition of design review, a second color in addition to the chocolate color is required for the second and third floors. The new color shall be applied to the inset/projection vertical sections to increase the appearance of modulation and to break up the visual mass of the upper stories. 4. Bike rack, exterior lighting and canopy details all need to be shown on the plans and shall mirror the details approved during design review. 5. The freestanding sign has not been reviewed for code compliance. While a sign permit is not required for any signs at this time, applying for a freestanding sign permit at this stage will allow for review of the size and location of the freestanding sign and facilitate the sign placement to ensure the sign does not interfere with landscaping. A sign permit is required for construction of the sign base. 6. The frontage improvements shall consist of a curb and gutter, 4' planting strip and 5' sidewalk. The site plan and civil plans do not reflect this. It appears that the civil plans do not include the improved condition. Also, the civil sheet details have a 6' sidewalk detail not a 5' detail. 7. Provide details of the community garden. Explain the design of the beds, soil mix, hose bib location, and other relevant information regarding the design. 8. You have given verbal assurances that, during construction, you will maintain parking spaces for the daycare and work with the daycare to minimize the daycare's safety concern that there will be a construction site on the parcel adjacent to their facility. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: January 15, 2013 PROJECT: McMicken Court Building 4228 S. 164th Street TL No. 5379800670 1st Review Comments PERMIT NO: D12 -384 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. David.McPherson(a�TukwilaWA.gov 1. Provide a completed Traffic Concurrency Certificate Application. Test Fee based on Tess than 5,000 gross floor area (for Office) at $1,800.00 plus 9 residential units at $1,200.00 = total of $3,000.00; due at issuance of future Building permit. (see enclosed application) 2. A Transportation Impact Fee applies to the future Building permit. Transportation Impact Fee based on 2,675 sq ft gross floor area (for Office) in Zone 3 at $4.95 per sq ft = $13,241.25 plus 9 residential units at $435.09 per dwelling unit = $3,915.81. Total of $17,157.06; due at issuance of future Building permit. 3. Work within S. 164th Street Public right -of -way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 4. Revise Civil Plan sheet to show 14' travel lane, new curb /gutter, 4' landscape strip, and new 5' wide sidewalk. Four (4) foot landscape strip is between curb /gutter and sidewalk. (See sketch of half - street improvements — enclosed) 5. Site is Level 2 — Conservation to Forested (flow control standard). Storm drainage shall be per the 2009 King County — Surface Water Design Manual. Revise Storm Drainage Report as applicable. See Public Works (Infrastructure Design and Construction Standards) — on City of Tukwila web -site. 6. New curb in S. 164th Street will direct storm water toward existing on -site driveway. Verify that this storm water runoff has been accounted for. Justify in writing, for not tying into the storm system on the South side of S. 164th Street. 7. Show and label on Civil plan sheet new pavement between existing asphalt pavement and new parking stalls. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D12 -384 Grantor: BAUMEISTER, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Within S. 164th Street and adjacent to 4220 S. 164th Street. Abbreviated Work Description: Work within the City Right -of -Way; including pavement, curb /gutter, sidewalk, streetscape, storm drainage, installation of a commercial driveway, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF said individual(s) have caused this instrument to be executed this Z- day of L'vc , 2013 Autho e gn p rty Owner d i ature / o e STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that _C( -6.0/1 /tp'ta&L is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the Q ne of BAUMEISTER, LLC a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated 03f ?%/13 / Not y L ublic in and for the State of Washington residing at / c,c t<(-01 My appointment expires O3 - ? - / DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: day of f) rd't , 2013 Bob Giberson Public Works Director STATE OF WASHINGTON) )S S. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: co.51-.-c ktu ,e Wer NOTARY PUBLIC, in and for the State of Washington, residing at J t i `Gi, My commission expires: O-/ l PE, 7 C CCP e PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -384 DATE: 03 -11 -13 PROJECT NAME: McMICKEN COURT BUILDING SITE ADDRESS: 4220 S 164 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEPARTMENTS: uding ivision �I Fire Prevention u lic Works FA Structural Planning Division ICI ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -14 -13 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 ROUTING: Please Route jJ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04 -11 -13 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 9RMITCOORD cow PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -384 DATE: 12/07/12 PROJECT NAME: MCMICKENCOURT BUILDING SITE ADDRESS: 4220 S 1.64 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENT §: Building ivision 1)041 &t,fmt eok e. Public Works co of •0,i3 sM cL) \)—)---s Fire Prevention ❑ Planning Division El Structural Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete T Comments: Incomplete ❑ DUE DATE: 12/11/12 Not Applicable Permit Center "Use;Onty. - ;::r,�; . . INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/08/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: . Permit •Center• Use Only CORRECTION LETTER MAILED: y Departments issued corrections: Bldg Lry Fire ❑ Ping PWir6 Staff Initials: • PLAN REVIEW CHECKLIST - (Nonstructural) By: Date: 3.-2° -r, • Permit App. D 12-- 79 7 IBC Edition Of & State Amend. Project title: // WoH 41A of ra, ++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Qi Classify the building or portion thereof in accordance with Chapter 3 Determine the type of construction of the building in accordance with Chapter 6. ©/ Determine if the location of building on the site and clearances to property lines and other buildings on the site plan are in accordance with code provisions. Q— Review for conformity with General building height and area limitations in accordance with Chapter 5. Ca/ Review for conformity with special detailed requirements based on use and Occupancy. Y Review for conformity with Type of Construction requirements of Chapter 6. �Review for conformity with Fire and Smoke protection features of Chapter 7. CO Review for conformity with requirements of interior finishes of Chapter 8. e'--- Review for conformity with requirements for fire protection systems of Chapter 9. 3' Review for conformity with requirements for means of egress requirements of Chapter 10 Review for conformity with requirements of accessibility in accordance with Chapter 11, and ICC A117.1 —eview for conformity with Washington State Energy Code. +++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ✓ In circle = topic has been reviewed for the application. X In circle = topic is not relevant to proposed scope of work. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: — !/" .&9 ( 3 Plan Check/Permit Number: D12-384 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: McMicken Court Building Project Address: 4220 S 164 St Contact Person: Tau ij4 144 a 0( Summary of Revision: Phone Number: ?06 .3w—As--24,/ c c ioL' ci, tott '104 ` ,t' 4J� w-- (2e ut 'cw /fie( o oQk,( /L— /y -2'I1- /r'° l -- a ccd2 h P LA. k,.' 'tied c t'etJ f ct^ o otA 12.- 1'2 - t.oA 119^.,1 dio e --. a c t o t a t A i i 1.0 Pk - c 16u L f . Iteuvc o aaike / 10 rtiv o ruit<WRA NAR 1 1 2013 Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of rev on Received at the City of Tukwila Permit Center by: Entered in Permits Plus on C:\ Users\jennifer- m\Desktop\Revision Submittal Form.doc Revised: May 2011 1 N- 1 3 C /TY OF TUKW /LA Community Development, Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206 -431 -3670 Public Works Department: 206- 433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Site Address: 4228 S 164th Street (attach map and legal description showing hydrant location and size of main):. Owner Name: Khali D Amon & Sharify Nasratullah 'Owner Address: 119790 40 AV S., Seattle, WA 98188 !Owner Phone: } Agent/Contact: Ian Hamad Agent Address: 4632 NE 89th St., Seattle, WA 98115 Contact Phone: 206- 331 -1524 This certificate is for the purposes of: El BUILDING PERMIT COMMERCIAL INDUSTRIAL Commercial Office ❑ PRELIMINARY PLAT ❑ REZONE ❑ SHORT SUBDIVISION ❑ OTHER Estimated number of service connection and water meter size(s): One 4" DDCVA Fire Connection & One 1" Domestic meter Vehicular distance from nearest hydrant to the closest point of structure is 5' +- - see attached map for hydrant locations Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature 1 The proposed project is within 2. No improvements required. 3. Date TUKWILA /King (City /County) 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: District crews will connect to the existing water main and install one 1" domestic water service and one 4" service line to the property line to accommodate the owner installation ofa 4" DDCVA fire device and vault. Owner will provide an easement for the 4" water line installed on private property up to the vault. Owner will also provide a Right -of -Entry agreement to allow HWD personnel access to maintain the bypass meter installed on the fire device. See attached Statement of Charges for fees due prior to service connections. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 2186.88 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: . cceptle serve s project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project I hereby cernfy that the above information is true and correct, on on the best available information, HIGHLINE WATER DISTRICT / 206- 824 -0375 By Agency /Phone JE ° : Y DEL AR DIS ` ICT ENE -INEER 3/15/2012 Date 1412 05:47p Baumeister/H, ,d VI y fe 3) 985 -9854 p.1 14816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Residential. $50 Commercial: $100 Certificate of Sewer Availability OR D Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose Certificate: O Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ,�/ ❑ Residential Single Family ©` Residential Multi- Family L' Commercial ❑ Other Applicants Name: .X -ft.( 0A {', kr / c Phone: jam) 3/_/4' Property Address or Approximate ocation: Tax Lot Number: 4� e f /W ---37 g eco 70 r Legal Description(Attach Map and Legal Description if necessary): Part B: {To Be Completed by Sewer Agency) 1. tid a. Sewer Service will be provided by side sewer connection only to an existing 4 '1 size sewer b 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 ❑ (2) the construction of a collection system on the site; andfor ❑ (3) other (describe): 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. EA 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. eV 4. Service is subject to the following: PERMIT: $ /00 --'- a. District Connection Charges due prior to connection: GFC: $ 27 SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A 'ng County /METRO Capaa, Char• = will be billed directly by King County after connection to the = , - - b. Easements: ❑ Required ® May be Required c. Other. e Xis.heiS eon - cc.: 'f, r Yz30 c F'"0 fs-ef 7f-L lo'a�: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fro date of signatu By fQ i4y Title S%irJ2o /2. Dat�S Contractors or Tradespeople ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LftI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name BAUMEISTER LLC UBI No. 602091042 Phone 2063311524 Status Active Address 4632 Ne 89Th St License No. BAUMEL'916NM Suite /Apt. License Type Construction Contractor City Seattle Effective Date 8/14/2009 State WA Expiration Date 10/10/2014 Zip 98115 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date HAMAD, SUFIAN Partner /Member 08/14/2009 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 Wesco Insurance Co 46WB007421 10/10/2012 Until Cancelled $12,000.0010/10 /2012 1 American Contractors Indem CO 100093999 08/07/2009 Until Cancelled 09/27/2011 $12,000.0008/14 /2009 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 2 Preferred Contractors Ins Co R 303828 10/10/2012 10/10/2013 $1,000,000.00 10/10/2012 1 United Specialty Insurance Com 0S101637 08/07/2009 08/07/2011 $1,000,000.0008 /03/2010 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions /Citations Information No records found for the previous 6 year period https: // fortress .wa.gov /lni/bbip /Print.aspx 03/27/2013 1. STORAGE, DISPENSING OR USE OF ANY FLAMMABLE AND COMBUSTIBLE LIQUIDS, FLAMMABLE AND COMPRESSED GASES, AND OTHER HAZARDOUS MATERIALS SHALL COMPLY WITH THE UNIFORM FIRE CODE REGULATIONS AND 2006 WASHINGTON STATE AMENDED INTERNATIONAL BUILDING CODE. 2. INTERIOR FINISH SHALL CONFORM WITH 2006 WASHINGTON STATE AMENDED INTERNATIONAL BUILDING CODE. 3. ALL DIMENSIONS ARE TO FACE OF STUDS AND CENTERLINE OF COLUMNS, FACE OF CONCRETE UNLESS OTHERWISE NOTED. 4. ALL ELECTRICAL, MECHANICAL AND STRUCTURAL DESIGN IS "DESIGN-BUILD", UNDER SEPARATE COVER CONTRACTOR TO PROVIDE ENERGY CALCULATIONS AND ANY REQUIRED DRAWINGS. 5, DO NOT SCALE DRAWINGS. 6, CONTRACTOR SHOULD VERIFY ALL DIMENSIONS. 7. FOOTINGS DESIGNED FOR 20'00 P.S.F. ASSUMED T BEARING. BEARING STRATA, GRANULAR MATERIAL AND COMPACTION'TO BE INSPECTED AND APPROVED BY SOILS CONSULTANT PRIOR TO POURING CONTRETE. 8. HEATING AND ELECTRICAL BY OTHERS. ENSURE BUILDING MEETS CURRENT VENTILATION REQUIREMENTS. 9. GRADES FOR SOIL AND FLOOR LEVELS ARE BASED ON A 0'-0" ELEVATION FOR MAIN FLOOR AND ARE ASSUMED. 10. ALL CONSTRUCTION WORK SHALL BE DONE IN STRICT COMPLIANCE WITH THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, AS AMMENDED BY THE STATE OF WASHINGTON, ALL OTHER STATE AND LOCAL CODES AND BUILDING REQUIREMENTS THAT APPLY. 11. THE CONTRACTOR AND SUBCONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON DRAWINGS AND AT THE EXISTING BUILDING. NOTIFY DESIGNER OF ANY DISCREPANCIES PRIOR TO START OF WORK. 12: BIDDING CONTRACTORS AND SUBCONTRACTORS SHALL CAREFULLY EXAMINE THE SITE AND THE CONSTRUCTION DOCUMENTS OF THE WORK. ERRORS AND OMISSIONS IN THE PLANS OR SPECIFICATIONS SHALL BE CALLED TO THE ATTENTION OF THE DESIGNER PRIOR TO SUBMISSION OF BID SO THAT ADDENDA MAY BE ISSUED. FAILURE TO DO SO ON THE PART OF THE CONTRACTOR DOES NOT RELIEVE HIM OF THE RESPONSIBILITY TO PROVIDE A CORRECT AND FINISHED PRODUCT. 13. IF REQUIRED, SUBCONTRACTORS TO OBTAIN AND PAY FOR ALL PERMITS. THE OWNER SHALL PAY FOR ALL UTILITIES USED DURING CONSTRUCTION. 14. CONTRACTOR SHALL KEEP AREAS FREE OF ,: . DEBRIS (I.E., NAILS, SCREWS) AT ALL TIMES AND SHALL BE RESPONSIBLE FOR IMMEDIATE REPAIR OF ANY DAMAGED MEMBRANES OR SURFACES. 15. NO STORAGE OUTSIDE OF BUILDINGS SHALL BE ALLOWED WITHOUT AUTHORIZATION BY OWNER. 16. OWNER SHALL NOT BE RESPONSIBLE FOR TOOLS OR MATERIAL GOODS STOLEN OR DAMAGED ON SITE. 17. ALL SUBSTITUTIONS SHALL BE SUBMITTED TO AND APPROVED BY OWNER AND DESIGNER PRIOR TO IMPLEMENTATION. 18. ANY CONTRACTOR - DESIGNED ITEMS TO BE SUBMITTED TO AND APPROVED BY OWNER AND IMPLEMENTATION. DESIGNER PRIOR TO IMP 19. ALL GYPSUM BOARD TO BE MINIMUM 5/8 " THICK AND SHALL BE SCREWED TO 3-1/2" MINIMUM) STUDS AT 16" O.C. 20. CONTRACTOR SHALL WARRANTEE ALL PARTS, LABOR, EQUIPMENT AND MATERIAL PROVIDED UNDER THIS CONTRACT FOR A PERIOD OF ONE (1) YEAR UPON COMPLETION OF CONTRACT. 21. ALL FINISH MATERIALS TO BE SELECTED BY OWNER. ALL FINISH SCHEDULE COLORS TO BE SELECTED BY OWNER AND APPROVED BY �. OWNER, IF NOT INDICATED. 22. ALL STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND HVAC WORK TO BE DESIGN BUILD. 23. DISPOSE OF ALL PAINT MATERIALS OFF SITE DO NOT POUR DOWN THE DRAINS, CATCH BASINS OR IN LANDSCAPING: 24. PROVIDE LABELED TOUCH -UP PAINT AND STORE AS DIRECTED BY OWNER. 25. ALL GYPSUM BOARD SURFACES TO BE PAINTED SHALL BE SMOOTH UNLESS NOTED OTHERWISE. 26. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES SUCH AS SANITARY AND STORM SEWER, WATER, NATURAL GAS, AND ELECTRICAL LINES. CONTRACTOR SHALL VERIFY EXISTING ELECTRICAL SERVICE AND SHALL PROVIDE ADDITIONAL SERVICE AS REQUIRED. 27. UPON COMPLETION OF WORK, THE ' CONTRACTOR SHALL BE RESPONSIBLE FOR THE RETURN TO OWNER OF ALL MASTER KEY ORIGINALS OR SHALL PAY EXPENSES REQUIRED TO RE -KEY BUILDING. 28. ELECTRICAL ENGINEERING AND CIRCUIT LAYOUT TO BE PROVIDED BY CONTRACTOR. 29. SUBMIT, IF REQ., ELECTRICAL AND MECHANICAL DRAWINGS TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. 30. UPON COMPLETION OF THE WORK, THE CONTRACTOR SHALL THOROUGHLY CLEAN THE PREMISES AND WASH THE INSIDE OF ALL WINDOWS SO THAT SPACE IS READY FOR OCCUPANCY BY OWNER. 31. VENTILATING FAN SHALL BE OF THE CEILING MOUNT, ENERGY gpGY STAR RATED TYPE, NO CFM AND NO MORE 0.7 SONE AS CERTIFIED BY THE HOME VENTILATING INSTITUTE (HVI) AT 0.1 STATIC PRESSURE IN INCHES WATER GAUGE. POWER CONSUMPTION SHALL BE NO GREATER THAN 21 WATTS AND ENERGY STAR RATED WITH EFFICIENCY RATING OF NO LESS THAN 4.3 CFM/WATT. THE MOTOR SHALL BE TOTALLY ENCLOSED, FOUR POLE CONDENSER TYPE ENGINEERED TO RUN CONTINUOUSLY. 32. POWER RATING SHALL BE 120V/60HZ. DUCT DIAMETER SHALL BE NO LESS THAN 4" AND TERMINATE TO THE OUTSIDE OF THE BUILDING. FAN SHALL BE UL AND CUL LISTED FOR TUB /SHOWER ENCLOSURE WHEN USED WITH GFCI BRANCH CIRCUIT WIRING. 33. FAN CONTROLS: 24 HOUR CLOCK TIMER WITH CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL @ ACCESSIBLE. 34. OUTDOOR AIR SHALL EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. 35. QUALITY ASSURANCE PROGRAM (SPECIAL INSPECTIONS) FOR THE CMU PART PER IBC SECTION 17 AND SECTION 2105 Building Design: floW design studios, Iic 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 -280 -4715 Civil Michael 3316 Lake 253- WALL TYPE - W1 Geotech Geotech 13256 Bellevue, (425)747 Engineer Consultants, Inc. NE 20th St., Ste. 16 WA 98005 -5618 CODE SUMMARY Landscape Architects: . Studio 342 619 N 35th St., Ste#101 Seattle, WA 98103 (206)545 -0342 EXITING /OCCUPANT SUMMARY (2936 ) INCHES GA FILE NO. WP 3514 � WOOD STUDS X GYPSUM WALLBOARD OR GYPSUM PARALLEL OR AT RIGHT ANGLES TO EACH STUDS 16" O.C. WITH 11/4" TYPE W DRYWALL 16" ON OPPOSITE SIDES. -619, 8 -19 -92 3520 is subject documents ; dopted OCCUPANCY GROUP: GROUP R -2 AND GROUP M OCCUPANCY RETAIL 1 TOTAL OCCUPANT LOAD BUILDING TYPE: TYPE V -A (1 HOUR) EXIT WIDTH PROVIDED - RETAIL 1: TOTAL RETAIL AREA = GYPSUM WALLBOARD, 5/8" ONE LAYER 518 TYPE VENEER BASE APPLIED SIDE OF 2 X 4 WOOD SCREWS 12" 0.C. JOINTS STAGGERED (35 to 39 STC ( ) FIRE TEST: TEST: SWRI 01 -4511 SOUND TEST: SEE WP (G &H NG- 246FT, 7 -2 -65) ( a, " 4y _` { - - ; ` �' � .. 7 ( " R" k � City Of Tukwila BUILDING DIVISION 2,674.7 SQ. FT. TOTAL RESIDENTIAL AREA = 8,677.5 SQ. FT. RETAIL 2 TOTAL OCCUPANT LOAD (31) EXIT WIDTH PROVIDED - RETAIL 2: 36 INCHES AUTOMATIC FIRE SPRINKLERS W/ AUDIBLE AND VISUAL DEVICES RETAIL 3 TOTAL OCCUPANT LOAD (31) BUILDING HEIGHT: THREE (3) STORY EXIT WIDTH PROVIDED - RETAIL 3: 36 INCHES APPLICABLE CODE: INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION TOTAL RETAIL OCCUPANT LOAD (91) WASHINGTON STATE AMMENDMENTS, WAC 51 -50 EXIT WIDTH PROVIDED - RETAIL 3: 108 INCHES 2008 NATIONAL ELECTRICAL CODE (NFPA 70) 2009 WASHINGTON STATE ENERGY (WSEC) C RESIDENTIAL TOTAL OCCUPANT LOAD (41) 2003 ANSI BARRIER FREE CODE, ICC /ANSI A117.1 -2003 EXIT WIDTH PROVIDED - FLOOR 3: • 72 INCHES 2009 INTERNATIONAL MECHANICAL CODE- T WIDTH IDTHREQUIRED -FLOOR 2: 72 INCHES INCLUDES ADOPTION OF AND AMENDMENTS TO THE Zoos INTERNATIONAL FUEL GAS CODE, THE ' "�'t� -'�� � ,• ,$ u 1 r : h «grow - s` PARGL #w5080670 NATIONAL FUEL GAS CODE (NFPA 54) AND THE EE 2009 LIQUEFIED PETROLEUM GAS CODE (NFPA 58) SITE COVERAGE RECtivtu CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER PERCENTAGE OF BUILDING FOOT PRINT ON THE LOT: 1 DING FOOT PRINT 4,889.2 SF/ Permit#: D12 -384 WALL TYPE -1N 3 PLOT DATE: 2/25/13 ttEGl • ED VP , AR EC iifLYNN E. HEN EPSON 'STATE OF WASHINGTON get, RETAIL AREA LOT slZo6% E 27,0660 0 S SF ) GA FILE NO WP 3605 WOOD STUDS X PLAIN OR PREDECORATED GYPSUM - RESISTANT GYPSUM GYPSUM VENEER BASE APPLIED PARALLEL TO EACH SIDE OF 2 X 4 WOOD STUDS 16" NAILS, LONG, 0.0915" SHANK, OF SQUARE EDGE, BEVEL EDGE OR MAY LEFT EXPOSED. JOINTS SIDES. -6, 6- 1Z -52; 2-4 -64 TOTAL SQ.FT. OF RETAIL AREA 2,674.4 SQ. FT. GYPSUM WALLBOARD, ,, ONE LAYER 518 TYPE WALLBOARD, WATER BACKING BOARD, OR OR AT RIGHT ANGLES O.C. WITH 6D COATED HEADS, 7" O.C. JOINTS PREDECORATED WALLBOARD STAGGERED 16" ON OPPOSITE (30 to 34 STC) FIRE TEST: UL R1319 -4, UL R2717 -39 1- 20 -66• UL R3501 -52, 3- 15 -66, UL DESIGN U305; ULC DESIGN W301 SOUND TEST: OR 64 -8, �, ,w� 422 S 164th St e'A T / '; t , , u a l '' RESIDENTIAL AREA TOTAL SQ.FT. OF RESIDENTIAL AREA: 8,677.5 SQ. FT. ADA ACCESSIBLE UNIT ON FLOOR 1 Legal Description: MC MICKEN HEIGHTS DIV # 2 UNREC VAL OF UNDEEDED STS & ALLEYS INCL IN ADJ LOT VAL S 290.4 FT LESS N 110 FT THOF AUTOMOBILE PARKING REVIEWED FOR RETAIL = (2,674.4/1000)X2.5 = 7 SPACES (�QID (",OMpI -� " NORTH 9 RESIDENTIAL = (2 FOR EACH DWELLING UNIT THAT CONTAINS UP TO�i20�� I$vice" 3 BEDROOMS) _ ' !!O VICINITY MAP 2 SPACES SHALL BE ACCESSIBLE :EL:: 2 2013 1 OF 2 ACCESSIBLE SPACES SHALL BE O N.T•8, VAN ACCESSIBLE 'VV" BICYLE PARKING Co T iiI �, '� IONS 1! changes ell bi3 ma a t4 the scope Of work without riOT p approval of Tukwila Buildin Division. NOTE. Revisions Will require a new plan p submittal and may include additional plan review Peres RETAIL = (1 SPACE PER 50 PARKING BU{ING IV {S1C� WITH 2 SPACES OF 2 SPACES) e RESIDENTIAL = (1 SPACE PER 10 PARKING STALLS) = 2 SPACES PROJECT INFORMATION PROJEC I _ • • Y A TI • N "X" , ' �' 5/8 TYP X GYP. BD. `� 5/8" "X" �- WALL TYPE - W5 GA FILE N0. WP 3242 - 5/8" TYP GYP. BD. BOTH SIDES +<< �' ? ;.�... k� BOTH SIDES E �' . ' ►� (A) 5/8" CEMENT. BD. /GREEN BD. ON WET SIDE 5/8" TYPE "X" GYP. BD. ON OPP. SIDE GYPSUM WALLBOARD RESILIENT CHANNELS, MINERAL OR GLASS FIBER INSULATION, WOOD STUDS RESILIENT CHANNELS 16" O.C. ATTACHED AT RIGHT ANGLES TO ONE SIDE OF 2 X WOOD STUDS 16" OR 24" 0.C. WITH 11/4" TYPE S DRYWALL SCREWS. ONE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO CHANNELS WITH 1" TYPE S DRYWALL SCREWS �� 8 O.C. WITH VERTICAL JOINTS LOCATED MIDWAY BETWEEN STUDS END JOINTS BACKBLOCKED WITH RESILIENT CHANNELS. 3" MINERAL OR GLASS FIBER INSULATION IN STUD SPACE. OPPOSITE SIDE: ONE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT PARALLEL OR AT RIGHT ANGLES TO STUDS WITH 6D CEMENT COATED NAILS, 17/8" LONG, 0.0915" SHANK, 15/16" HEADS, 7" O.C. VERTICAL JOINTS STAGGERED 24" ON OPPOSITE SIDES. SOUND TESTED WITH STUDS SPACED 24" O.C. (STC =50). ALSO SOUND TESTED WITH STUDS SPACED 16" O.C. AND WITH TWO LAYERS OF 5/8" TYPE "X" GYPSUM BOARD ON THE RESILIENT CHANNEL SIDE (STC =50). (LOAD- BEARING) �, 2 X 4 WOOD STUDS @ 16" O.C. (TYPICAL) f► � CEMENT. BD. '. 2 X 4 WOOD STUDS ' @ 16 O.C. (TYPICAL) : - „ a �' n ∎A,: '' - =�5: W� .� ' .� ■ �'' ' .' �'' 43 „ (B) 5/8" ` /GREN BD. ON WET SIDE ;: 2 X 4 WOOD STUDS @ 16 O.C. (TYPICAL) " �. `:' �' • ='', ■ 4�' 3 -1/2" ACOUSTICAL . INSULATION i 3 -1/2" ACOUSTICAL INSULATION TYPE - W3 - A/B 1 HOUR RATING , / WALL TYPE - W1 1 HOUR RATING WALLTYPE - W2 1 HOUR RATING WALL 1- ,/2 " =T -0" �� GA FILE NO. WP 3514 ®1- 112 " =1' -0" : -i1 GA FILE NO. WP 3514 ®1- 5/8 TYPE X GYP. BD. 112" =1' -0" UL DESIGN U305 ;� �� 4 F OW A (• (A) 5/8" CEMENT. BD. /GREEN BD. ON WET SIDE 5/8" "X" „ 5/8 TYPE X GYP. BD. ON OPP. SIDE -.� UN LAP SIDING �� ' ∎A EACH SIDE '- �' , lFM BUILDING PAPER ._ IMI , ;, �- ,-� 1/2" 1/2 WD. SHEATHING 2 X 6 WOOD STUDS �- ; %� .._� 2 X 6 WOOD STUDS @ 16 O.C. (TYPICAL) - �gJTUNSULATION (B) 5/8 CEMENT. BD. /GREEN BD. ON WET SIDE , a _� @ 16" O.C. (TYPICAL) FIRE TEST: BASED ON UL R14196, g1?S35RCCTL93lO3 SOUN , 3 -98 NRCC TL93-118, 3 -98 '"""""""""' SEPARATE PERMIT M�I ChesInie�al Electrical Plumbing taGaea Piping City of Tukwila BUILDING DIVISION ;; ® 75 „ 5 I ''■ ;%- A '� `' 1 , 8 IN. =� OC(TYPICAL) 7/8" MTL. RESILIENT CHANNELS VAPOR BARRIER "X" 3 �.� 6/" 3 -1/2" ACOUSTICAL INSULATION 5/8" TYPE GYP. BD. 8 WALL TYPE - W4 - A/B 1 HOUR RATING WALL TYPE - W5 1 HOUR RATING WALL TYPE - W6 1 HOUR RATING W4 ,- ,12 " =,' -0" W6 UL DESIGN U305 1- ,/2 " =1' -0" UL DESIGN U305 1- 112 " =1' -0" UL DESIGN U356 e WALL TYPE NOTES o D p .... pppp 8" CONC. �' �"�� CEMENT BOARD SIDING .... ■� ARCHITECTURAL STRUCTURAL A0.00 BUILDINNOTES /PROJECT INFORMATION A0.01 L%EMBLY NOTES /ADA NOTES S1 STRUCTURAL ENGINEERING A2.01 FOUNDATION PLAN S2 STRUCTURAL ENGINEERING A2.02 FIRST FLOOR PLAN A2.03 SECOND FLOOR PLAN A2.04 THIRD FLOOR PLAN A2.05 ROOF PLAN LANDSCAPING A2.06 ENLARGED FLOOR PLANS L -1 LANDSCAPING PLANS /DETAILS A3.01 BUILDING SECTIONS L-2 LANDSCAPING PLANS /DETAILS A3.02 STAIR SECTION L -3 LANDSCAPING PLANS /DETAILS A4.01 EXTERIOR ELEVATIONS A4.02 INTERIOR EXLEVATIONS / DETAILS SURVEY A9.01 DOOR SCHEDULE A9.02 WINDOW SCHEDULE °- •�: ;II1M1 �� BUILDING PAPER - � .� r' ` � � 5/8" TYPE "X" GYP. BD. 2 X 6�WOOD STUDS @ 16" O.C. (TYPICAL) FOUNDATION WALL 1/2" WD. SHEATHING II '- ' -' -'- DAMP 2 X 6 WOOD STUDS o p " "" PROOFING - -�� %` ' 1 1 ' ∎ �' @ 16" O.C. (TYPICAL) .� 11111 5 -1/2" BATT INSULATION R -21 MIN. VAPOR BARRIER 2" RIGID INSUL. :nil (MIN. R EXTEND 24" MIN. BELO ■ -la 5 -1/2" ACOUSTICAL INSULATION NMI 5/8" TYPE "X" GYP. BD. :::: �I O 1 " 7� ` 6 cil WALL TYPE - W7 WALL TYPE - W8 1 HOUR RATING WALL TYPE - W9 1 HOUR RATING W8 W9 1- 112 " =1 0 1- v2 " =1' -0^ UL DESIGN U356 1. 112 " =, =0" UL DESIGN U305 Apre- construction inspection/meeting shall be re q uired prior to beginning with the siding installation. The meeting APPROVED 0 A. is for the Building Official CORRE TION to observe the site conditions and to answer any questions that relate to satisfying all y q y' g MAR 212013 LTR #, x. CIVIL SITE PLAN C1 CIVIL ENGINEERING C2 CIVIL ENGINEERING C3 CIVIL ENGINEERING M -1 C4 CIVIL ENGINEERING M-2 ,�� No oliobe �bk without y� Planning � • •,., • "; _ s;1 :r �Ik.ii►le!�,Ar"�li�''''`' „,, ,,_ - 4 ' 1��� inspection requirements. Special inspections shall be required by a third party f City of Tukwila inspector. The third a inspector shall observe the siding, PUBLIC Works p party p flashing, sealant, installation methods and procedures, ��, including any other applications • ations relative to the siding ;' 2:.. 8 1_11 installation; to provide pa means of quality control and assuring the building is provided with an effective v✓e ,then- resistant exterior wall envelope. (IBC 1403.2) GENERAL NOTES _ . D RAW I N G INDEX correction of any discrepancies noted in the inspections shall PARTITION AND WALL TYPES be submitted to the Building Official. The final inspection report shall be prepared by the third Harty insnectinn acre v and shall be submitted to the Building Official prior to and as a condition of final inspection approval. Parcel # 537980 -0670 42 S. 28 S 164th Street, Tukwila WA Site Area 27,060 +1 - sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Iic 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 -280 -4715 Civil Michael 3316 Lake 253- Engineer: N. Antonoff, Inc. Deer Island Dr. E. Tapps, WA 98391 862 -6763 Geotech Geotech 13256 Bellevue, (425)747 Engineer Consultants, Inc. NE 20th St., Ste. 16 WA 98005 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: . Studio 342 619 N 35th St., Ste#101 Seattle, WA 98103 (206)545 -0342 Permit FILE COPY Na. -Q-1 Plan review approval &oroval of construction the violation of an of approved :ffA*1,» B is subject documents ; dopted to errors and omissions. does not aUthorts code or ordinance. Receipt 1 >., . H } ,- Is aclmowledgud: I 21 p -" City Of Tukwila BUILDING DIVISION A 1/24/2013 RECtivtu CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Permit#: D12 -384 BUILDING NOTES/ PROJECT INFORMATION WALL TYPES PLOT DATE: 2/25/13 ttEGl • ED VP , AR EC iifLYNN E. HEN EPSON 'STATE OF WASHINGTON get, AO.00 Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. CERTAINTEED GYPSUM INC -Type SilentFX 3. Joints and Nailheads -(Not Shown) - Wallboard joints covered with tape and joint compound. Nail covered with joint compound. 4. Batts and Blankets* - Mineral fiber or glass fiber insulation, 3 -1/2 in. thick, pressure fit to fill wall cavities between studs and plates. Mineral fiber insulation to be unfaced and to have a min density of 3 pcf. Glass fiber insulation to be faced with aluminum foil or kraft paper and to have a min P P density of 0.9 pcf (min R -13 thermal insulation rating). See Batts and Blankets* (BKNV) Category in the Building Materials Directory and Batts and Blankets* (BZJZ) Category in the Fire Resistance Directory for names of Classified Companies. P 4A. Fiber, Sprayed* -As an alternate to Batts and Blankets (Item 4) -Spray applied cellulose material. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of 3.0 Ib /ft3. Alternate application method: The fiber is applied with U.S. Greenfiber LLC Type AD100 hot melt adhesive at a nominal ratio of one part adhesive to 6.6 parts fiber to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. PP PP P Nominal dry density of 2.5 Ib /ft3: - U S GREENFIBER L L C Cocoon2 Stabilized or Cocoon -FRM Fire Rated Material ( ) 4B. Fiber, Sprayed* -As an alternate to Item 4 and 4A - Spray applied cellulose material. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of /ft 4.58 lb / ft 3. NU -WOOL CO INC - Cellulose Insulation 4C. Fiber, Sprayed As an alternate to Batts and Sprayed* -As Blankets (Item 4) - Spray applied cellulose fiber. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. The minimum PP P dry density shall be 4.30 Ibs /ft3. INTERNATIONAL CELLULOSE CORP - Celbar -RL 5. Wood Structural Panel Sheathing - Min 7/16 in. thick 4 ft wide wood structural panels, min grade ' „ C -D or Sheathing . Installed with long dimension of sheet (strength axis) or face grain of plywood parallel with or perpendicular to studs. Vertical joints centered on studs. Horizontal joints backed with nom 2 by 4 in. wood blocking. Attached to studs on exterior side of wall with 6d cement coated box nails spaced 6 in OC at perimeter of panels and 12 in OC along interior studs. 5A. Mineral and Fiber Boards* -As an alternate to Item 5 - Min 1/2 in. thick, 4 ft wide sheathing, / g installed vertically to studs. Vertical 'joints centered Y J on studs. Horizontal joints backed with nom 2 by 4 in. wood blocking. Attached to studs on exterior side of wall with 1 -1/2' in long galvanized roofing nails spaced 6 in. OC at perimeter of panels and 12 in. OC along interior studs. As an option a weather resistive barrier may be applied over the Mineral and Fiber Boards. TEMPLE- INLAND FOREST PRODUCTS CORP -Types F. Exterior Insulation and Finish System (EIFS) - Nom 1 in. Foamed Plastic* insulation bearing the UL Classification Marking, attached over sheathing and finished with coating system, or g 9 Y Portland cement or synthetic stucco systems, in accordance with manufacturers instructions. See Foamed Plastic (BRYX and CCVW) categories for names of Classified companies. G. Siding - Aluminum or steel siding attached over sheathing to studs. H. Fiber - Cement Sidin Fiber - cement exterior sidings g - g including smooth and patterned panel or lap siding. 7. Steel Framing Members - (Optional, Not Shown)* - Furring 9 (P ) 9 Channels and Steel Framing Members as described below: a. Furring Channels - Formed of No. 25 MSG galv steel. 2-9/16 in. or 2-23/32 in. wide by 7/8 in. deep, spaced 24 / / y / P P in. OC perpendicular to studs. Channels secured to studs as described in Item b. Ends of adjoining channels are overlapped J 9 PP 6 in. and tied together with double strand of No. 18 SWG galv g g steel wire near each end of overlap. As an alternate, ends of adjoining channels may be overlapped 6 in. and secured together with two self- tapping #6 framing screws, min. 7/16 in. long at the midpoint of the overlap, with one screw on each flange of the channel. Gypsum board attached to furring channels as described in Item 2. b. Steel Framing Members* - Used to attach furring channels (Item 7a) to studs . Clips spaced 48 in OC., and secured to studs with No. 8 x 2 -1/2 in. coarse drywall screw through the center grommet. Furring channels are friction fitted into clips. RSIC -1 clip for use with 2 -9/16 in. wide furring channels. _ RSIC (2.75) clip for use with 2 -23/32 in wide furring channels. n PAC INTERNATIONAL INC -T Types RSIC -1 RSIC -1 ( 2.75 )' 7A. Steel Framing Members (Optional, Not Shown)* - Furring channels and Steel Framing Members as described below: a. Furring Channels - Formed of No. 25 `MSG galv steel, spaced 24 in. OC perpendicular to studs. Channels secured to studs as described in Item b. Ends of adjoining channels are overlapped 6 in. and tied together with double strand of No. 18 SWG gale steel wire near each end of overlap. Two layers of gypsum board attached to furring channels as described in Item 2. * - b. Steel Framing Members Used to attach furring channels (Item 7Aa) to interior side of studs. Clips spaced 48 in OC., and secured to studs with two No. 8 x 2 -1/2 in. coarse drywall screws, one through the hole at each end of the clip. Furring channels are friction fitted into clips. KINETICS NOISE CONTROL INC -Type Isomax. 8. Non- Bearing Wall Partition Intersection - (Optional) Two nominal 2 by 4 in. stud or nominal 2 by 6 in. stud nailed together with two 3in. long 10d nails spaced a max. 16 in. OC. vertically and fastened to one side of the minimum 2 by 4 in. Y Y stud with 3 in. long 10d nails spaced a max 16 in. OC. g P vertically. Intersection between partition wood studs to be flush Y P with the 2 by 4 in. studs. The wall partition wood studs are to be framed by with a second 2 by 4 in wood stud fastened with 3in. long 10d nails spaced a max. 16 in. OC. vertically. g P y Maximum one non - bearing wall partition intersection per stud cavity. Non - bearing wall partition stud depth shall be at a minimum equal to the depth of the bearing wall. " Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapp, WA 98391 253 - 862 -6763 WALL TYPE -W6 /W8 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite.144 Bellevue, WA 98004 425 - 503 -0158 1 GYPSUM TOPING Ati UL Ak 01/24/2013 ''' " "' - -- --- ' -" "�" 3/4" �►/. 3/4 TBcG DECKING - 411111111111111,011111111111111111111 - � � �heads 7'' I� i y y A . SCREWED AND GLUED � ��� T T . CEILING JOISTS (REF. .,. 6344 REG� ERE / A ' EC /f N E. • DERSON STATE OF .. HI TON TJI JOISTS MANUFAC. DRAWINGS) (REF. MANUFAC. DRAWINGS) 12" BAIT INSULATION R 3 8 • FIRE SIDE HORIZONTAL SECTION DESIGN No. 0356- - 12" ACOUSTICAL C� TOP OF ROOF JOISTS INSULATION 1 1 '� �� 7/8 RESILIENT CHANNEL :....._, .:.:.... ......:.:...........::...:..:.: ∎ ■, s ,MTL. .:..:.:.,::..r,.:; ,:.:_.■ . TWO 2 LAYER OF ( ) 1. Wood Studs- Nom 2 by 4 in. spaced 16 in. OC with two 2 by 4 in. top and one 2 by 4 in bottom plates. Studs laterally- braced by wood structural panel sheathing (Item 5) . When Mineral and Fiber Boards* (Item 5A) are considered as ( ) the load is restricted to 76% of allowable bracing for the studs, 76% g axial load. Walls effectively fire stopped at top and bottom of wall. 2. Gypsum Board * - Nom 5/8 in. thick, 4 ft wide, applied vertically and nailed to studs and bearing plates 7 in. OC with 6d cement - coated nails, 1 -7/8 in. long with 1/4 in. diam head. When Item 7, Steel Framing Members *, is used, gypsum panels attached to furring channels with 1 in long Type S bugle -head steel screws spaced 12 in. OC. * When Item 7A, Steel Framing Members*, is used, two layers of sum panels attached to furring channels. Base layer attached 9YP P 9 Y to furring hannels with 1 in. Ion Type S bugle-head steel 9 9 YP 9 screws spaced 12 in. OC. Face layer attached to furring channels 'With 1 -5/8 in. long Type S bugle -head steel screws spaced 12 in. OC. All joints in face layers staggered with joints in base ,! ayers. Any UL Classified Gypsum Board that is eligible for use in Design Nos. L501, G512 or U305. See Gypsum Board (CKNX) Category for of Classified companies. 2A. Gypsum Board * - (As an alternate to Item 2, not shown) Yp ( � ) - Any 5/8 in. thick 4 ft wide gypsum panels that are eligible for use in Design Nos. L501, G512 or U305, supplied by the Classified Companies listed below shown in the Gypsum Board* (CKNXCKNX category. Applied vertically and attached to studs and ) g Y PP Y bearing plates with 1 -1/4 in. long Type W coarse thread gypsum panel steel screws spaced a max 8 in OC, with last screw 1 in from edge of board. CGC INC UNITED STATES GYPSUM CO USG MEXICO S A DE C V 2B. Gypsum Board* - (As an alternate to Item 2, not shown) - yp ( ) 5/8 in. thick 4 ft wide gypsum panels applied vertically and attached to studs and bearing plates with 1 -1/4 in long Type W coarse thread gypsum panel steel screws spaced a max 8 in OC, with last screw 1 in from edge of board. 9 ACADIADRYWALLSUPPLIESLTD -T e X -Type AMERICAN GYPSUM CO -Types AGX -1, M- Glass, AG -C CERTAINTEED GYPSUM INC -Type C or Type X CERTAINTEED GYPSUM CANADA INC -Type C, Type X, Type EGRG, Type GlasRoc PABCO BUILDING PRODUCTS L L C, DBA PABCO GYPSUM -Types PG -11, PGS -WRS. TEMPLE - INLAND -Types X, Veneer Plaster Base -Type X, Water Rated -Type X, Sheathing Type -X, Soffit -Type X, Type X ComfortGuard Sound Deadening Gypsum Board. THAI GYPSUM PRODUCTS PCL -Type C or Type X -2C. Gypsum Board * - (As an alternate to Item 2, not shown) - For Use with Item 5A only - 5/8 in. thick 4 ft wide gypsum panels applied horizontally and attached to studs and bearing plates with 1-1/4 in. long Type W coarse thread gypsum panel steel screws spaced a max 8 in OC, with last screws 1 in.and 4 in from edges of board. Finish Rating is 25 min. PABCO BUILDING PRODUCTS L L C, DBA PABCO GYPSUM - Types PG -11, PGS -WRS. TEMPLE- INLAND -Type X, Veneer Plaster Base -Type X, Water Rated -Type X, Sheathing Type- X,Soffit -Type X 2D. Gypsum Board * - (As an alternate to Item 2 ) - Not to be used with item 7. 5/8 in. thick, 4 ft. wide, paper surfaced, applied vertically only and fastened to the studs and plates with 6d cement coated nails 1 -7/8 in. long, 0.0915 in. shank diam and 1/4 in. diam heads, 7 in. OC. NATIONAL GYPSUM CO- SoundBreak XP Type X Gypsum Board 2E Wall and Partition Facings and Accessories* (As an alternate to g ( Items 2 through 2D) - Nominal 5/8 in. thick, 4 ft wide panels, secured as described in Item 2. SERIOUS ENERGY INC -Type QuietRock ES, Type QuietRock QR -527. 2F. Gypsum Board * - (As an alternate to Item 2 - Not to be yp ( ) - used with item 7. 5/8 in. thick, 4 ft. wide, paper surfaced, applied vertically only and fastened to the studs and plates with 6d cement coated nails 1 -7/8 in. long, 0.0915 in. shank diam and 1/4 in. diam heads, 7 in. OC. :: =:::u .,< ... @ 24" O.C. (TYP.) 1/2" TYPE "X" GYP. BD. TWO (2) LAYER OF 5/8" " " 5/8 TYPE X GYP. BD. FLOOR /CEILING TYPE - FL1 FLOOR /CEILING TYPE - FL2 1 HOUR RATING 1 HOUR RATING 1-1/2• - � -0 GA FILE NO. FS 5011 1 -1/2 - 1 -0 • GA FILE NO. RC 2602 4" CONC. SLAB 4 CONC. SLAB a a a ° ° Q. ° �. A VAPOR BARRIER �_, _, a_y _� _f y _y _-�-� - - >�- - �- - - Q - � � `� 6"-8" G RAN U LAR FILL 6 N8 GRANULAR FILL > � �,;�,��i,,i, �' -\, ‘v,. �, . ,\i�.�.���.�.�F..��, ,��5,<,��; ; �T�;����;���,,���;� s . �, �, �, �, �,�,�,�,�,�,��,�,�,�,� Y,;,>;,\ / ;;,,;;,,,;;;��,,�,;4 COMPACTED EARTH � � ����������� COMPACTED EARTH ���� �� �� A X\ A X\ A X \ A X \ �� ' �� �� �� � © FLOOR TYPE - FL3 FLOOR TYPE - FL4 1 -1/r - 1._o. 4 1 -1/r - 1' -o• FLOOR/CEILING TYPES FIRE TEST: UL R1319, 05NK04589, 2 -4 -05; UL R1319, UL DES496, 3- 31 -05; UL DESIGN L570 SOUND TEST: RAL OT03 -05, 4- 22 -03; RAL OT03 -07, 4- 29 -03; RAL OT03 -09, 6 -18 -03 IIC & TEST: (58 SHEET VINYL), RAL OT03 -06, 4- 22 -03; (62 ENGINEERED WOOD LAMINATE RAL OT03 -08 ) , 4- 29 -03; .m -�. (54 CERAMIC TILE) REVIEWED FOR RAL OT03 -10, 6 -18 -03 CODE COMPLIANCE o APPROVED MCI? 2 2 2013 City of Tukwila BUILDING DIVISION FLOOR/CELING TYPE - FL1 GA FILE NO. FS 5011 - WOOD I- JOISTS, WOOD STRUCTURAL PANELS GYPSUM FLOOR TOPPING RESILIENT CHANNELS GLASS FIBER BATT OR LOOSE FILL INSULATION GYPSUM WALLBOARD BASE LAYER 1/2 PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT „ „ ANGLES TO RESILIENT FURRING CHANNELS 24" O.C. (16" O.C. WHEN INSULATION 1S USED) WITH 1 TYPE S DRYWALL SCREWS 16" 0.C. GYPSUM BOARD END JOINTS LOCATED MIDWAY BETWEEN CONTINUOUS CHANNELS AND ATTACHED WITH SCREWS 8" TO ADDITIONAL PIECES OF CHANNEL 60" LONG LOCATED 3" BACK ON EITHER SIDE OF END JOINT. RESILIENT CHANNELS APPLIED AT RIGHT ANGLES TO MINIMUM 10" DEEP WOOD JOISTS SPACED ED A MAXIMUM OF 19" O.C. WITH 1 -1/4 " TYPES » DRYWALL SCREWS. FACE LAYER 1/2" PROPRIETARY TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO RESILIENT FURRING CHANNELS 1 -5/8" TYPE S DRYWALL SCREWS 8" O.C. AND 1 -1/2" TYPE G SCREWS 8" O.C. AT THE BUTT JOINTS LOCTAED MID SPAN BETWEEN THE RESILIENT CHANNELS. GLASS FIBER INSULATION SECURED TO SUBFLOOR OR LOOSE FILL INSULATION APPLIED DIRECTLY OVER GYPSUM BOARD. WOOD I JOISTS SUPPORTING » 19/32" WOOD STRUCTURAL PANEL SUBFLOOR APPLIED AT RIGHT ANGLES TO JOISTS WITH CONSTRUCTION ADHESIVE AND 6D RING SHANK » NAILS 12 O.C. MINIMUM 1 /2 PROPRIETARY GYPSUM FLOOR TOPPING APPLIED OVER SUBFLOOR. STC RATED WITH I JOISTS SPACED 24" O.C., " 31 2 GLASS FIBER / INSULATION IN JOIST SPACES, PROPRIETARY GYPSUM FLOOR TOPPING POURED OVER 1/4" PROPRIETARY SOUND REDUCTION MAT, AND WITH � FINISH FLOORING OF SHEET VINYL, ENGINEERED WOOD LAMINATE, AND CERAMIC TILE. STC 64 WHEN SHEET VINYL OR ENGINEERED WOOD ( LAMINATE IS APPLIED TO FLOOR; STC 66 WHEN TESTED WITH CERAMIC TILE APPLIED TO FLOOR.) PROPRIETARY GYPSUM COMPONENTS „ UNITED STATES GYPSUM COMPANY - 1 /2 SHEETROCK® BRAND FIRECODE® C CORE GYPSUM PANELS - LEVELROCK®BRAND FLOOR UNDERLAYMENT PARTITION AND WALL TYPES `� D r+ r+ •+ T • s C s • CD CD CD < m CD r, cc CD — p CD Q Q o = c-� (../) . * c 0 CD Q :5 •Q 1 CD =' CD -I-(.0 :. cn cn CD 0 0 _ ¢ cl_ 1 0 Q CO m 5• Ec o 6 — c `c°n o e=t. CD r-1- = Q- 0' in' - 5 5. r* co ° '-1- ° C-) Cr 0 n 0 co o Q o' a o -0 = 0 c -0 (.0 = - 0 CD ° O a CD OC rr Q a) o VARIES - .._..,.•,,•:,-.,..:..•....t:,, : 2 X 4 WOOD STUDS © 1 6" 0.0. (TYPICAL) 5/8" TYPE "X" GYP. BD. .— `� FLOOR/CEILING TYPE - FL2 GA FILE NO. RC2602- vinyl siding having a flame spread value of 20 or VARIES EACH SIDE WOOD TRUSSES, GYPSUM WALLBOARD BASE LAYER 5/8" TYPE X GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO WOOD ROOF TRUSSES 24" O.C. WITH 11/4" TYPE W OR S DRYWALL SCREWS 24" O.C. FACE LAYER 5/8" TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO TRUSSES WITH 17/8" TYPE W OR S DRYWALL SCREWS 12" O.C. AT JOINTS AND INTERMEDIATE TRUSSES AND 11/2" TYPE G DRYWALL 12" 2" SCREWS 12 O.C. PLACED 2 BACK ON EITHER SIDE OF END JOINTS. JOINTS OFFSET 24" FROM BASE LAYER JOINTS. WOOD TRUSSES SUPPORTING 1/2" WOOD STRUCTURAL PANELS APPLIED AT RIGHT ANGLES TO TRUSSES WITH 8D NAILS. APPROPRIATE ROOF COVERING. CEILING PROVIDES ONE HOUR FIRE RESISTANCE PROTECTION FOR TRUSSES. FIRE TEST: FM FC 172, 2- 25 -72; ITS, 8 -6 -98 RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER less. See Molded Plastic (BTAT) category in the Building Materials Directory for names of manufacturers. WALL TYPE - W10 B. Particle Board Siding - Hardboard exterior sidings W10 1 -1/r - i' -o' including patterned panel or lap siding. C. Wood Structural Panel or Lap Siding -APA Rated WALL TYPE- W10 Siding, Exterior, plywood, OSB or composite panels with veneer faces and structural wood core, per PS 1 or APA Standard PRP -108, including textured, GA FILE N0. WP 5512 rough sawn, medium density overlay, brushed, GYPSUM WALLBOARD, WOOD STUDS 9 Y Y grooved and lap siding. One layer 5/8 type X gypsum wallboard or gypsum veneer 5/8" D. Cementitious Stucco - Portland cement or base applied parallel or at right synthetic stucco systems with self-furring metal lath Y Y 9 angles to each side of double row of 2 x 4 wood studs 16 or adhesive base coat. Thickness from 3/8 to 3/4 " o.c. on separate plates 1 in., depending on system. apart with 6d coated nails, 17/8" long, 0.0915" shank, 1/4" E. Brick Veneer -Any type on nom 4 in. wide brick heads, 7" o.c. veneer. When brick veneer is used, the rating is » applicable with exposure on either face. Brick veneer Joints staggered 16 on opposite sides. Horizontal bracing PP P required at mid-height. LOADBEARING fastened with corrugated metal wall ties attached q g ( ) over sheathing to wood studs with 8d nail per tie: ties spaced not more than each sixth course of Approx. Weight: 8 psf p �- - / Fire Test: See WP 3605 brick and max 32 in. OC horizontally. One in. air ` space provided between brick veneer and sheathing. (UL R1319 4, 6, 6-17-52; ` UL R2717 -39, 1- 20 -66; UL R3501 -52, 3- 15 -66, UL Design U305; ULC Design W301); e UL R4024, 10 -31 -68 Sound Test: NRCC TL -93 -261, IRC -IR -761 3/98 FLOOR /CEILING TYPES NOTES Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapp, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite.144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 Ak 01/24/2013 Permit#: ! D12-384 WALL /FLOOR ASSEMBLY NOTES /ADA NOTES PLOT DATE: 2/25/13 .,. 6344 REG� ERE / A ' EC /f N E. • DERSON STATE OF .. HI TON AO • 0 1 61 6" 2 A3 01 9' -1" 21' -8" 21' -8" 9' -1" 1 r 4 L- W7 7 W7 THICKENED SLAB (REF. STRUC.) J 9' -9" J W7 1 FOUNDATION PLAN L THICKENED SLAB (REF. STRUC.) V-4 r L 1- 9' -9" W7 L_ GENERAL NOTES THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S) /DESIGNER. ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY -LAWS. DO NOT SCALE DRAWINGS. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. . DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 114" = 1' -0'• REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION bt)38 114 RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206- 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 -862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Surveyor: Point Wise, PLLC David A. Feebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 4 1/24/2013 Permit#: D12 -384 FOUNDATION PLAN PLOT DATE: 2/22/13 ISM TERE .,' 1 HITEC LYN E NDERSON STATE OF ASHINGTON k, g, IALI A AI • 01 2 A3.01 61 4' -9 7/8" 1 1 1 1 1 1 1 1 1 1 1 1 1 4 1 A 1 1 1 11 13' -4" 4' -0" 13'-4" 4'-9 7 /8" ,�,1,1„ „, ,1,1„�1�1 111111111 111111 1 1 1 1►, 11 �,,, 1 1 111111111 AYAW 11 1 11111111 1 1111111111111111111 1 l uuuuuuuuuuuu►' Piuuu► u► uuw ►/uuuuuuluu►uuuuuuwu►Juuuuuui l� l uuwuuuu ►luuuluu►u�yuuuuuuuuuw►/uu►u►� 1 WII1 11111 11111111 1111111111111111i 'de'111111'1111 1111111 11011111111111hed1111111Je9►111111114 4 141 1111i'1111►1i►11111i !1111111111 • ■ • This tenant space shall not be occupied until a Building Permit for Tenant Improvement (TI) has been completed with final inspections. 11' -5 3/4" 4' -8" 3'- 31/2" 11' -1" BEDROOM 1 BEDROOM 2 SUITE 102 A2.06 30'- 61/4" 11'- 31/4" 0 d- 17' -71/4" 12' -51/2" 10'-5 3/4" LIVING ROOM iY/111111111111t11►111111111►11111AYA /,t1 ►t111/ 1111► 1111►1Y111111t11t/11t111/1/e// AY1 41, 1, 1, 1,1,V 1, 1, ►, 1, 1, 1, 1, 1, 1111 a 11111 ►11' 41 i 1111111► 11► 11► 11► 1 / 11 W t► L= 4 REVIEWED FOR CODE COMPLIANCE APPROVED LAUNDRY .ti711111111114Y1 WA r1111111ei1111111111de1111111111111A/111At11 UNIT 1 (ADA UNIT) KITCHEN MAR 2 2 2013 City of Tukwila BUILDING DIVISION A2.06 RESTROOM 1 l J b� AW!MW ,i AWAY 11 11111 1111111 Y 4Y 1111111 /111poll 11/4W1t1,'111111 11S►AWAYWAYI n W'M' WYA W ,5 1 W1pdp1i►1WAVA 1,1AYtH ►t114YWAYAW YA1A1C_ - 1111111111 AWAY 111 IIIUI /II /I /II 1 /1 �, 1 / 1 ►11111 ►11111 / / ►111111 / /IIIb11 /1 111 111 1 1 !►— ENTRY 2 4' -9 3/4" I1►i1►1i1Y11111diW4 1► 11111► 114 YAe11e1 ►1et11t111141tt1t1/11►1i111 1114 iAWAY W it i/ 1A Y11111111111111t11i1 ►1i11111111111►1►11111t►1� 111 ►111111 1111111 111111111111 /1111111�n►1�►lilrnnej ► ► / 1 ► 1u 1 ►► �uuUlyl Ii1,1/1,1,1,1,1 YA11iei11111A111111e1i111i1 ■11e1 ►vC_ RESTROOM 2 ENTRY 1 '"1t1111A1A1141111►1A e1e/ e/ e61 114111111A4t1r1i14111A1A1t1rilli1iYi1it1111- 8' -3112" 7' -11 1/2" 4' -11 1/2" 21' -8" "Mal EMI -■•I �!U1 ENE _I ■I ■ ®I STAIR 1 P e 1111, p p e 1 (, p ►11 ►►111 a 11111 SPRINKLER ROOM Cs) This tenant spaceAshall not be occupied until a Building Permit for Tenant Improvement (TI) has been completed with final inspections. STAIR 2 4 1 11111111e AY111111AWAY 111, 1, 1, 1 ,1,1,1,1,1,1,1,1,1,1,1,I,I,I12 u' SUITE 101 SUITE 100 j11t1W AWN At11, 11111 ,1,111,111,111,111►11111,te /18 1 A3.01 91-33/4" 21'- 21,'2" 21' -8" 9' -3 3/4" 301-03/4" EN 30'- 113/4" 4 ,►,1,111111111,1,11 11111 ,11111111111(!/1111111 5' -1 1/4" 'I 11111111111111111111111111" 1111e11111111111111111A 1' �! 11� / 1: 111111111 �I .1111 11 1 / - 1 1 t 7 1 ! 11 1 1 ► ► lv11.111111► ►►x111 'I�uuuuu/1e/ � Iuuuuuu/uuluWwull 11 I�uluuuuwl 1 i 11 i 1i 1 i ►1111 i 111111 i 1 i 1 i 11 i 1 t i 111 ► 11 i 1 i 1 i 1 e 1 W i 1114 W i 1 i 111 14 1 11111 ,11111,1,(11,1111,1111111,1,11 1,1,111,111,V 11 T G 4' -0" 6-4 1/2" 8' -0 8' -0" 6-4 1/2" 5' -1 1/4" 1' -11 1/4" FIRST FLOOR PLAN A4.01 1/4" = 1' -0" GENERAL NOTES 1. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S)/DESIGNER. 2. ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY- LAWS. DO NOT SCALE DRAWINGS. 4. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. 5. DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. 6. WHOLE HOUSE VENTILATION - UNITS SHALL COMPLY TO 45CFM AS PER TABLE 403.8.1 OF THE WASHINGTON STATE 2009 INTERNATIONAL MECHANICAL CODE CHAPTER 51 -52 SYMBOL LEGEND F EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. B. SMOKE DETECTOR F C. CARBON MONOXIDE DETECTOR D. WATER HEATER E. ELECTRIC WALL HEATERS: MINIMUM OUTPUT SHALL BE AT LEAST 1 WATT PER SQUARE FOOT OF HEATED SPACE PER WSEC 2009 AND PER IMC 403.8 & TABLE 403.8.1 WASH. STATE AMENDMENT F. FURNACE EQUIPMENT 11 G. KITCHEN EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). * A pre - construction inspection/meeting shall be required prior to commencing with the siding installation. The building inspector shall observe conditions and make any recommendations pertaining to the siding installation and shall discuss the requirements for the special inspections. * Special inspections shall be required by a third party inspector. The third party inspector shall observe the siding flashing sealant installation methods and procedures, including any other applications relative to the siding installation to provide a means of quality control and assuring the building is provided with an effective weather - resistant exterior wall envelope. (IBC 1403.2, EBH1848, WAC) * A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the third party inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11-3 8 Li RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area a 27 060 / sq.ft. t. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 -862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 1 (425)747 -5618 1 Surveyor: Point Wise, PLLC 1 David A. Peebler 11000 NE 10th Street, Suite 144 1 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 e 01/24/2013 Permit#: D12 -384 FIRST FLOOR PLAN PLOT DATE: 2/25/13 ' « . REG ERED' A I T LYNN E. E ; 'SON STATE OF WASHINGTON 0 go A2 • 02 1' -0" 17'-4' 26'10" 18'-4" 4' -9 7/8" 8'- 61/8" 4' -9 7/8" 9'-2 1 /4" 4' -9 7/8" 8'-6 1/8" 4' -9 7/8" GENERAL NOTES THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S) /DESIGNER. 1/111111Iteetli i11 /111111th / /l /li �- 411 /1 /►U //► /11/111► /11 J /111/11 111111111/11111 /111, 1111111111/1! _ "Ilt YAW 11 11ltd►4r►yy41►4 1111 114r111141. ' 1411 ∎1111► /►►i/►ri►111111►4ti/14t► 1444►1 4►1 41i11►l► itl S4ti►►/! 1 1111lr►li44►►4441►/111111ti►iTE =s _ • t 13' -2" CLOSET 2' -8" CLOSET 2'-111/2" =' • i 1 i ► 1141t i r A r►t►► ! i 1 d d! ! d i 11 i ! 1 i 1! ►r i ►1 i ►1! 4 111 A 1 1 t 1 • .111111111111111111111111111 ititi'111ri ►iri 1111•: 12' -8 3/4" 1/4 "= CLOSE 2' -8" LOSET 2' -11 1/2" ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY -LAWS. 13' -2" BEDROOM 1 sD BEDROOM 2 BEDROOM 1 BEDROOM 2 BATHR DO NOT SCALE DRAWINGS. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. . DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. DINING DINING 11' -0114" WHOLE HOUSE VENTILATION - UNITS SHALL COMPLY TO 45CFM AS PER TABLE 403.8.1 OF THE WASHINGTON STATE 2009 INTERNATIONAL MECHANICAL CODE CHAPTER 51 -52 11'-5 3/4" UNIT 2B 9' -0" 2'- 01/4" 2' -5 3/4" 9' -0" UNIT 2A SYMBOL LEGEND 5- 101/2" LIVING ROOM T -5" 7' -21/2" T-2 1/2" LIVING ROO 7' -5" 5-10 1/2" EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. B. SMOKE DETECTOR N KITCHEN C. CARBON MONOXIDE DETECTOR CLOSET CLOSET D. WATER HEATER i� i 1 t d 111 i 4� d 111 i 11 n i� i 4 ri / t 11 trn►A►A►rrr�ll�l r trr m�►/►r t►�' Irr r r o► t uu uuuuuluuu uuuw uNUluluuuU t t r t� t r r ►1 �►AAm r rn Walla ilt ►// tt► 1111.111 1 111 1 �iilAlllll 111 11111 / /IN /1 /1 /l� /1 /111 / / / / /1111111 /4 CV ntAArrni►vtiri�i4r, �q� ,1,►1�11d1it�ln/�/r,1�Miirry m N 1mtrn►rlln►nnrm► 1/11111 v1►t►/r►v►tlt ►Amer 1111111111 (► / / 111111 1111 111111111111 11111111111 14111 //1///11/11 //1/111/111 Il /l /l dill l�t�l�l�l / ►,I� /I/ ill► 1111i1�/, 1�►, I, �Ut�titi /ll�l� /�l�litll�li /�l�/ NA% "NI YAW= W,►,' '11111111∎11W11/ 1 ►/111 ►14411/11 ►/111 ►It /1� E. ELECTRIC WALL HEATERS: MINIMUM OUTPUT SHALL BE AT LEAST 1 WATT PER SQUARE FOOT OF HEATED SPACE PER WSEC 2009 AND PER IMC 403.8 & TABLE 403.8.1 WASH. STATE AMENDMENT F. FURNACE EQUIPMENT 4' -9 3/4" ;A-0 3/4" 4' -9 3/ " G. KITCHEN EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. WHAMmttnr►rrm Jl11 ►►111111► ►1 111111► uuf OSET VIIIIIIIIhill P11►1i1111111i11A1111111II tilt l►►rll►rl►rl►lti►lt►tiWIN 4tir 144 t1► t1it1A► 11dINdiltirltl► l► d/► NI 111 1/ 11111111111ldltdi!d111111r1ir1i1 Y di ►44ri►i►it!1►r!►►r!►711111dd1, 11111111,1111% NM d►►►rY11ill 11-- ,umrAlm tiirrr�nnn►tl A A►tm unu/uw luuuuuuul� dildiuuui I1F_ off: BATHROOM BATHROOM STAIR 1 STAIR 2 5 -911 4111144111111 ►1 ►1111414 ► /1t1111v1111 ►11 4' -10" 11'- 01/4" 11'-5 3/4" 4' -10" '-91/2" DINING t! 4' d 1'ri 4► 11 d 14 t 11 A t 1 i 4 t A 4 MAZY 5t d111t11114� �41�1� 1111111111411111 1111IIA11I6 VIIIIitdi44 /11►/141t11 i4ti� 11iti111d1►►r101111/ 111111111141 /111111N11111■ IR1110- REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION BEDROOM 1 15-8" BEDROOM 1 1 A3.01 16' -3 3/4" 13' -5' UNIT 2D 15' -8" BEDROOM 2 LIVING ROOM BEDROOM 2 _ 1 ► , t 11 — 9/tltl111t11t11t1 41//114► 1111111 ►tArit►rddd1/11►rA►►t11/1 1141 111111 /1i11/11 11111i111 /111111111 111111111111/4 ►iti►iri►iti►itititl �tt►nrtr►t►t�r r�tt► rorvonrtrrl X11 /1 /1 /111 /111111/ / //l 1111 /1 /IL 11d1i► i// v1vi ►►tM=iv/vi►iti►itlitii V1114i I- ' I4 t1d1d1viv1 111M1►11d►vi►i11111►1111111 == 15'- 21/2" 5'-3 1/4" 5-31/4" E 4'.0" dAnA►11rA nmmrttnAAlAmnAAmAI _ -uuuulu luuuuu/►/uuuu111A1►wuuu M ,,,, Ir1►t1►1ttt111iiit►11,1t A►41, ►, /,% ttttltrrr t -_ ulAUdi11 ►1 /7�i41ili ►i/ ill► itiUdldldiritititd141444 ►i4 /i11it111i titd� L. 5'- 31/4" 15-2 1/2" 11 -0" 61 -6" RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER SECOND FLOOR PLAN 1/4" = 1' -0" Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area + - ea 27 060 / sq.ft. .ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: flout design studios, Iic 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Michael 3316 Lake 253- Engineer: N. Antonoff, Inc. Deer Island Dr. E. Tapps, WA 98391 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 1 Bellevue, WA 98005 1 (425)747 -5618 E Surveyor: Point Wise, PLLC 1 David A. Peebler 11000 NE 10th Street, Suite 144 I Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th . t S St e#101 e# 1 0 Seattle, WA 98103 (206)545 -0342 e 01/24/2013 Permit#: D12 -384 SECOND FLOOR PLAN PLOT DATE: 2/25/13 li-- 5 34 RE+ ' ERED ►i. TM r /I LYNN E. H NDERSON STATE OF WASHINGTON A2.03 A.\I.UIIIIIICI Lid' \LUIL\UJLLIL ' "i•LLO JUULII 1091II JLIeeL\UJLLIL ''`-FLLO JUULII 109.LII J LItCL - L / La/ LUiJ .L.L1.7O 1-0" 61' 6" 17' -4 18'-4" 4' -9 7/8" 4'-0" 8' -61 /8" 4' -9 7/8" 1/4" 4' -9 7/8" 8'- 61/8" 4' -9 7/8" L 4►i4►iri►i►i4►i1►ir1e4� ddi►1i►1114111irw 1' 1'►►►►1111d1ir11111 114► 1i111 1111 4h711=111►4►11111111►4►i►11i'41' EI i�i44 ►i ►i'�'�45'�4 ►�5�►' i' 4► �'111111111►11114 :9 ►it ►11 WIII►11IIII►11111I Wt/A1111ir1Wii I 111111111111► te11► 1111d► 11etitA11111i1111111d ►144111►►►►►it►W►►►111e11111►M' I 13' -2" 2' -11 1/2" =•'►1►►11111A411111 1► 1111 11 1 11 11►i1►il►dd►►1111►►1111M ►►y►►gv►►M I' 111111A111111e14d•S JdAAdde411rd�1►ddd ►ddd►►r ;-) 12' -8 3/4" 114" Fr; 2' -8" 2' -11 1/2" 13' -2" BEDROOM 1 CLOSET CLOSE LOSET CLOSE BEDROOM 2 BEDROOM 1 BEDROOM 2 BATHRO DINING DINING 11-01/4" 11-5 3/4" LIVING ROOM UNIT 2B 9' -0" 2' -01/4" 2' -5 3/4" 9' -0" UNIT 2A 5-10 1/2" 7' -21/2" 7-2 1/2" 5-10 112" KITCHEN KITCHEN 0 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 GENERAL NOTES 1. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S) /DESIGNER. 2. ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY -LAWS. 3. DO NOT SCALE DRAWINGS. 4. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. 5. DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. 6. WHOLE HOUSE VENTILATION - UNITS SHALL COMPLY TO 45CFM AS PER TABLE 403.8.1 OF THE WASHINGTON STATE 2009 INTERNATIONAL MECHANICAL CODE CHAPTER 51 -52 SYMBOL LEGEND im A. EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. B. SMOKE DETECTOR 0 WH CLOSET C. CARBON MONOXIDE DETECTOR D. WATER HEATER E. ELECTRIC WALL HEATERS: MINIMUM OUTPUT SHALL BE AT LEAST 1 WATT PER SQUARE FOOT OF HEATED SPACE PER WSEC 2009 AND PER IMC 403.8 & TABLE 403.8.1 WASH. STATE AMENDMENT �► r r'►►► ►r r r► ► ► r ►► W W '►►r►n rnr►►rn r �►n iW► Wr►r r►m► ►r►►r►r► ,.e1i ►itity!i ►f11111iri ►i 'IM 1►1itili/1111u/1itieti►1u11 ►1i►u Uuulleuu►u /11ueu ue►e1Ulu�eeu►► uueuel /1�i1 NM ►rnn nrr►►►r ►nnn�►►rw►rm ► u►uelUUUUUe1e1e1ueuuel u► r►r►► rr►► uuu►uu u. w ►u► 1 1A►1l1 ►3 ► e1 aNNIMYMMY1 111 ►�1 ►1114x1 ►1 ► ►, rr► ►n rn►►►►r►rrrnrmr ► r►►►,r ...,�►r ►nn ►►nrrrn! u� u► 1000UUU►►w euu,.e u9euvuUU uuu u�� uu► r , ►►►r►►r �r►►►► ► r ►rr ► ►►r rrr rr tr ► , r r r r r►►rr Wrr►►►►►► r 111 111 ►► ► ►nrr ►►►► r r ► ►►► rrrr ►► ► ►► r ► uul��uuuuuuuwu►lu ►ew ► ►uuuuuuuuu a uuuuuuw u►uueuuu►u1uuee. F F. FURNACE EQUIPMENT 4' -61/4" 4' 37' -41/2" HALLWAY A2.04 4'- 4114 "N 4' -614" G. KITCHEN EXHAUST FAN WITH VENT FLUE THROUGH CEILING DECK. MECH. CONTRACTOR TO LOCATE AND INSTALL. 1W1114 114 eU a YRO '1111 W111111141 r nhI WM1r1111►1 ►y III 11111►► 11►►►► 11► ►►111LWi►MW111111►1111/1111►►ti ►W11e11�IIIIrIIIIr IN11i►► ►1U1 1111► i► i► i► il►► iti► 11111r111e►/11114W11e►e►i/1/111► 1111► iri► i► it► 4► d111111di► stet ►l ►i ►u11�4► 11111 ►i11��1►44 ►441 ►iti ►itilli� �� t WAWA 'IMAM ► U► eu u► 1I LOSET KITCHEN KITCHEN N 9 THROOM BATHROOM STAIR 3 AIR 3 4' -10" 11- 01/4" 11-5 3/4" 4' -10" d1►/1i4idele, 4111e4441► 4► 1111► 11e411414141441e1 ►111►41►111►1►/�►� &' Ae' =Al 11 AWN t e 11N '‘'11111i 411 i 111►e 111111 a 11 ►11 ►11 `t DINING DINING I rtM 1111R11i11TIMIi11111111//i14 X1111111// P111NA1i111iVi14te11e11e111111i4 ►i4u1T5►e1►1/l►'A Z. 15- 10114" 16-3 3/4" BEDROOM fl M1111=1111111111111111 5 -8" 15-8" PANEL LATCH SLIDING PIN HINGE CEILING FRAMING CONT. WEATHER SEAL UNIT 2C UNIT 2D ti 2X -1/2" TYPE "X" GYP. BOARD STRUCTURAL OPENING LIVING ROOM LIVING ROOM BEDROOM 2' -3" 4 — :► ► ►►r► ► ► ►r► ► ► ►nr ►n ►► r rr ►►►nrr ► r r► r ► ► ► �u ►►►► 111► ileueuu►uluue /►►ewuuuu11u ►iu4uuu uuuuuue►wu►u►uuuuuu ►►euuuuu► �� P Ii t e t e t e t► 1 i 11 1 i 11 a 11 e i 11 ►i 1 ►i 1 ►e t e t 1 e t i r i t e t e 1111= 481,4418 1 4111ete1 ►te►et►l►►►etew/eti4►11ININ 41eti11e411e4► 1111111111► 1i► 1111ire► e► el► i► Iwui11i11i11 //11111eri1tet►►itAWNS ►► 1111► 1A► iii► iti► iti11i11i4h11irititi11iWi ►l /itiliA I '1!JJM11A►111118 ► 11i1��i�iteteti11 ►11111iti�i�i: 1111 ►1114 ►1111111111 ►i ►11i111ititi►eti►lilI 1' A I 4 4111 ►111411 w M w 11111 WAWA W A fa 15-2 1/2" 5'-3 1/4" 4' -0" 5-31/4" 5-31/4" 4'.0" 5-31/4" 15'- 21/2" 1' -0" N THIRD FLOOR PLAN 114" = 1' -0" A4.01 ATTIC ACCESS PANEL (TYP.) 114" =1' -0" bai-3gi4 RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: flout design studios, Iic 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206- 280 -4715. Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 -862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 I Surveyor: 1 Point Wise, PLLC I David A. Peebler 1 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425- 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 S 01/24/2013 Permit#: D12 -384 THIRD FLOOR PLAN PLOT DATE: 2/25/13" .k , V STE' D C,IT CT i /, , LYNN ENQERSON STATE OF WASHINGTON �,I.r� • 04 A2 A B CONT. GUTTER DOWNSPOUT COMPOSITE ROOF SHINGLES DOWNSPOUT D GENERAL NOTES 1. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S) /DESIGNER. 2. ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY -LAWS. 3. DO NOT SCALE DRAWINGS. 4. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. 6. PROVIDE MIN. 2200 SQ. INCHED FOR ROOF VENTING AS PER SEC. R806 2009 INTERNATIONAL RESIDENTIAL CODE. . A4.01 2 2' -0" Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 61 6" A3.o1 2' -0" R1 -I -1- Permit#: DI2 -384 ROOF PLAN PLOT DATE: 2125/13 REGIS ' ED ARC ECT ---1 , ../---' LYNN E. HE 0 RSON STATE OF WASHINGTON - A2.05 N ' 1 COMPOSITE ROOF SHINGLES �- \ I � l � 1 —I —4 I �- ,, - _ 1 1 1 1 l A 1 1 1 1 — • 1 �= -4 S5. 1 1 -4 . J -4 ■ 1 1 1 1 1 COMPOSITE ROOF SHINGLES 0 i 1f I/jtjtjt1j/ jljtjIjljtjtjIj/ j/ jtjIj /jIjIjIjtjtjIjIjIj /jtjtj /jI IjIjjjjjj114 It1/111/11.41 jI, jtj1tjtltltl. li Fee' too e I!j ediva 4. Fee' s r f j t/ j 1 j 1 1 j t j 1 j/ j t j t j I j I 1 j 1 j t j t j 1 j 1 j t j t j t j 1 j I t j/ j t `/ j t j/ j/ j t `1 j I I j t j I j t j 1 j I j 1 j/ j/ j t `t j t j t j t j f j t j t j 1 j t j I j t j I j 1 j t j t j/_ ++ oft- r ►� 1' -6" 4'4" e e e• Pee• . Pe4 'S e� via 1/// 1 1 1 /' /// t I 1 t I 1 1/ t I t I 1 1// 1 t I I 111 / 1 1 I I 1 A/ 1 I 1//// I I/// 1 1 1 1 1 1 1 I/ 1 I 1 I I I I t I RESTROOM 2 4' -11 1/2" 4' -1" 3131/2" _ 18.1�!►►►►����►� �► ►� NIN ►►►���►►���► ►��►►►��►►► ,►►► ►,�►►►��„���►►�►►►��►►►►AWA -� 1 5' -0" �.�!i!i!i!i!i!i!i5! 14litiliti! i! i! i! i! i!►! i !i!ili!ilil�5li5lilili!i!i!►!P' 2/A4.02 1' -8" 2-6" • • ! i' iiii ►'mill'i!i!i'i'ilili4lililililM iii' i�i�i' dirli5ti' i 'i'iGSti'pi4�i'iry►i'i�pirt►►piA 7'-4 1/2" TYPICAL ACCESSIBLE RESTROOM 1 /2" =1' -0" GROUND FLOOR ACCESSIBLE BATHROOM 1/2" =1' -0" A3.02 A3.02 Wz M 7 reI+ lee rem le7 e� ►+ F' lee e r 1 t // 1111 t /1 111 11 lttl // 1 1 /ttf / / 11 111 1 11 t t1 1 tt 111 1 111 1 1 1 1 1'►� It 11 if 1 1 11 h 1 1 /1 11 1 1.1 1 1 1 11 11 e /1 1 1 r 1111111111111 � 11111111 .......... 11 11/ 111 /IIII1////111/1111111111111111 / /.li /1........... 1 1111 /III /1 / /UIII 11 1 . . . . . . . ........ ....... . - �+ fe e� ee AM/II r ree rfe f� rte+ ee jr... ee e e e Sr ONO e-e ree We e T"- rem A'''''--411/4 r�o e re ,ee rye e Fee fe 4e f� e f-u e e �e re sr a e lei ee e� e P'''S r e ree MO ee re+ fe 1 e ee ee e e Mgt e e `e Mil s� `e Me Me `e fe Ae �e Me e SD- 7 �e M4 Mill f `e e e �e • �7 �e We f i Me fe fe 4' -41/4" 1'- 61/8" M 0) ;ems reA Fez re7 r- e� f� rem es ;ems rem e411° Pe+ PAW f� rem Oftsii e rem ree ree ree ee re + em 1ee' e+ ;ems ei ree erm e + ,ems rei rem ee+ e1 ;e! r►� ree rei rem e1 rem rem ref rem rem ,ems rte.. ;ems+ wok rei wok fi e� re7 fs' U1 /1 / 111111111111111111111111111111111111 11111111111 11111111111111 .... / ./ �1.... 1 ............................. I�1 �.. �._....J41......_...... /1111 / / /111.. /.1/1411111 VI 1 // REVIEWED FOR = CODE COMPLIANCE. APPROVED MAAR 2 2 2013 City o� Tukwila 4'-41/4" 2' -11 r A4.02 1 1/ 1 �l 1 t I I/// 1/ 1 1/ 1 1 1/// 1 t I/ 1/ 191 1 I I/// 1 1 1 1 A t I I 1 1/ A I 1/ I////// 1 1 1 1_ 8'-4 3/4" e. Vie' gi e Fee' f-1 Fee' *AI �r e' Br e rem BO ►7 e Look �7 �7 Fee' rrT.- - F rr.. ' ...rrrT rTrrTTrrrrT- .rrr.- r TrT T r / � t� T T 1 T T T T T T 1 1 1 1 ttl Illtt // 1 1 1111 f /tl 1 T 111111 /111 T // T It tltt/ T 1 1 1 1 / 11 1 1 1 1 11-1'1 1 11.1 1 1 1 1 1 1 t 1 1 1 1 11 1111. ���� 1 1 1 �� 1 F 1 1 III /1 /II/ III / 11111111111 / /1 /IIIIIIII /l.�ilj11j11.111 /11111 / /11111/1 111 / 1111111111111 ..........-- • .. ................ ....- . -..... 1111111111.111111 ee .. * GROUND FLOOR STAIR PLAN 1/2" =1' -0" SECOND FLOOR STAIR PLAN 1/2" = 1' -0" M co N M 2-4112" W3 ■ ' FiWRISAWIi!i!i!i i! i' i' i► i!' i! i► i!IV II►' i! i!► S! i! i'► i► i► i! i► i' IN►!►l�►i'i!i!iWIRlN: ege soot k61 5'-0 1/2" TYPICAL TENANT BATHROOM 1 /2" =1' -0" • ro W3 GENERAL NOTES THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS TO THE CONSULTANT(S) /DESIGNER. ALL WORK AND MATERIALS TO BE IN COMPLIANCE WITH ALL CODES, REGULATIONS AND BY- LAWS. . DO NOT SCALE DRAWINGS. DIMENSIONS ARE TO FACE OF LIGHT WD STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. . DOUBLE JOISTS AT ALL LOCATIONS BELOW COLUMNS. A3.02 Ala f+ F t 1111111111 1rIrIItII/1t/////I11111/tItf 1/tI/11rII1//III/1tI//III // 1IrI/ 1//// t/ 11/IIIItItI1//t///'///1111I111 VIA VVI 4'- 41/4" 2' -11 4' -0" A4.02 1 r- e= ►' ► ►►► ► ► ► ► ► ► ► ► ► ► , ►►''►►►►►►►'/►►►►►►►►►'►' ►, ► ►' ►' ► ►`'/'�► ► ► ►'►►►►,'�►►'►► e eel •ee e fto 4'4)3/ -0 3/4" 31/2" 0: ee? e ee e7 eA+ e s + e ems+ ems+ 4 - e� rrrr.' F rrr.T , rrrrrrTrT TrTrrrrTrrrrrrrr. r�rT .rrrrrrrrrTrrrrr T. 1 /itttT 1 11111 /A 111It 1111 W 1tltl F 111 � 1111.11 1 1 1 111 Il 111111 1 1 111 t�tttttl /t/1111111tt1//1tt/ ��, 1//11/1/�Ij111//1/11///1//11i�' 1111// 11/ 111j111�1/ � /11/1�11j�1/1111�1111/�1i1111/1 /1111) /` /ll /l /i e ' Few 5 THIRD FLOOR STAIR PLAN 1/2" =1'-0" RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER EDz Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 +1 - sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, IIc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 -280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 -862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 A, 1/24/2013 Permit#: D12 -384 ENLARGED FLOOR PLANS PLOT DATE: 2/25/13 r.' 5 3�4 RE, • ERED �I , • -M pct LYNN H +' ERSON STATE OF WASHINGTON .5 000 1 A2 • 0 6 f 38' -0 3/4" T.O. OF ROOF TYPICAL ROOF - FL2 GRID 29' -1 3/4" T.O. OF PLATE gib 21' -0 5/8" T.O. F.F. 11' -5 3/4" T.O. F.F. ! 1" " t11■■■It11" ■,-■■■/ l ,■t■" t�t11r1�■1" ■I��11t�1 " "I/1�t / " " /tt1/ 11► 11' " 1��1■■■I■It1" t11" "t1�� ►t� "t�t1 /1 "t /tt�� o' -o" FINISHED FLOG 0 LONGITUDINAL BUILDING SECTION 3/16" = 1' -0° 38' -0 3/4" T.O. OF ROOF iii •( l�'�WS IEVIM WWW1 ��4144 7 TYPICAL ROOF - FL2 GRID 29' -1 3/4" T.O. OF PLATE 21' -0 5/8" T.O. F.F. 11' -5 3/4" T.O. F.F. o' -o" FINISHED FLOG ���i iii ��i���►���������ll�� i�l�i��i�I�►i�i��� I�i��i��►��i��►��i i��i� �i�i� �i��� TRANSVERSE BUILDING SECTION 3/16" = 1' -0° 38' -0 3/4" T.O. OF ROOF 29' -1 3/4" T.O. OF PLATE 21' -0 5/8" T.O. F.F. 11' -5 3/4" T.O. F.F. 0' -0" FINISHED FLOOR 0 GRID GRID SUITE TYPICAL CORRIDOR WALL CONSTRUCTION - W5 TYPE 'X' GYP. BD./ 2X6 STUDS/ BATT INSULATION W/ VAPOR BARRIER/ RESILIENT CHANNEL/ 5/8" TYPE 'X' GYP. BD. TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ TJI JOISTS @ 16" O.C.(REF. STRUCJ RESILIENT CHANNELS / Vt. 2 LAYER 1/2" TYPE 'X' GYP. BD. `%0 1wiiIiiiwi li miiva 11 111 1 ./1 111 i ► i ►� _►,4 ►� rrol SUITE SUITE TYPICAL CORRIDOR WALL CONSTRUCTION - W5 TYPE 'X' GYP. BD / 2X6 STUDS/ BATT INSULATION W/ VAPOR BARRIER/ RESILIENT CHANNEL/ 5/8" TYPE 'X' GYP. BD. SUITE GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ TJI JOISTS @ 16" O.C.(REF. STRUC RESILIENT CHANNELS/ 2 LAYER 1/2" TYPE 'X' GYP. BD. SUITE TYPICAL ROOF CONSTRUCTION COMPOSITE SHINGLES 15# ROOFING PAPER 1/2" WD. ROOF DECKING @ 24" O.C. WD. ROOF TRUSSES (REF. STRUC.) VAPOR BARRIER ROOF TRUSSES TO ALIGN WITH F.O. STUD 2X WD. JOISTS AS REQUIRED (2) TWO LAYERS 5/8" TYPE 'X' GYP. BD. TYPICAL FLOOR 'FL1' CONSTRUCTION (2) TWO LAYERS 1/2" TYPE 'X' GYP. BD. TYPICAL FLOOR "FL1" CONSTRUCTION (2) TWO LAYERS 1/2" TYPE 'X' GYP. BD. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION TYPICAL SLAB CONSTRUCTION - FL3 SECTION @ HALLWAY RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER 3/16° = 1' -0° Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060.1/- sq■ ■ Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, IIc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 © 1/24/2013 Permit#: D12 -384 BUILDING SECTIONS PLOT DATE: 2/25/13 i33,�d REGI AR ► LYNN E. " EN v ERSON STATE OF WASHING s 6, ED ECT •N po(-6 A3 0 0 1 TYPICAL ROOF CONSTRUCTION COMPOSITE SHINGLES 15# ROOFING PAPER -yak £ViaAV�W�tVitv�*ttviiA%WSAWS&ItW TTTT (TTTT TTTT / TTT- -_ (TTTT-, +, TTTT - WD. ROOF DECKING @ 1 II1�IIII �II1II(� +//�/,,+ItW L WS WD. ROOF TRUSSES �IIIIII�IIIIII�II11 //�� APOR BARRIER COMPOSITION ROOF SHINGLES R -38 UNFACED BATT INSULATION 1" AIR CONT. SPACE (MIN.) INSULATION BAFFLE ROOF SHEATHING BUILDING PAPER FIREPROOF INSULATION BAFFLE TO HOLD INSULATION IN PLACE MAINTAIN CONT. 1" AIR SPACE BETWEEN UNFACED BATT INSULATION AND ROOF DECKING R-38 UNFACED BAIT INSULATION 1' AIR SPACE (MIN.) INSULATION BAFFLE 2 X BLOCKING/ BUILDING PAPER ICE AND WATER SHIELD EXTEND UPROOF TO 24" BEYOND WALL LINE EACH WAY SHEATHING ON ROOF FRAMING SEE STRUCTURAL FIREPROOF INSULATION BAFFLE TO HOLD INSULATION IN PLACE MAINTAIN CONT. 1" AIR SPACE BETWEEN UNFACED BATT INSULATION AND ROOF DECKING PROVIDE SPINKLER SYSTEM ABOVE CEILING TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ 16" OPEN WEB JOISTS @ 16" O.C./ RESILIENT CHANNELS/ 2 LAYER 1/2" TYPE 'X' GYP. BD. CONT. SOFFI- VENT W/ INSECT SCRE EN ROOF FRAMIN�G. (REF. STRUC.) CONT. CAULMNG CEILING JOISTS (REF. MANUFAC. DRAWINGS) 12" BATT INSULATION - R38 (4 TOP OF ROOF JOISTS VAPOR BARRIER TWO (2) LAYER OF 1/2" TYPE "X" GYP. BD. CEMENT BOARD/ BUILDING PAPER/ EXTERIOR WD. SHEATHING/ 2X6STUDS @ 16 "0.CJ BATT INSULA OW VAPOUR BARRIER/ GYP. BOARD r "V" 11 11 6'1 FIBER CEMENT SIDING BOARD BUILDING PAPER GYP. SHEATHING- 1/4" SEALANT GALV. METAL FLASHING AT HEAD CEDAR TRIM TYP. 1 X 4 © HEAD, JAMBS AND SILL, SEE ELEV. DETAIL CONT. SEALANT AND BACKER ROD TUBULAR PLASTIC WINDOW DOUBLE GLAZING PANEL GYP. BD. - PAINT HEADER AS REQUIRED SEE STRUCTURAL METAL J-CASING GYP. BD. @ HEAD AND SILL (PAINT) J- CASING TYP. CONT. SEALANT TYPICAL FLOOR CONSTRUCTION - FL1 GYP - CEMENT FLOOR UNDERLAYMENT/ PWD. SHEATHING/ 16" OPEN WEB JOISTS @ 16" O.C./ RESILIENT CHANNELS/ 2 LAYER 1/2" TYPE 'X' GYP. BD. REVIEWED FOR CODE COMPLIANC APPROVED MAR 2 2 2013 WINDOW TYPE A PER SCHEDULE TUBULAR PLASTIC WINDOW CONT. SEALANT FLASHING CEDAR TRIM FROM 1X4 City of Tukwila BUILDING DIVISIO GYP. BD, - PAINT BATT INSULATION 2X6 STUD WALL BUILDING PAPER CONTINUOUS CEMENT BOARD SIDING P.T. (2)2X6 W/ J-BOLT TO CONC. WALL REF. STRUCTURAL SHEATHING CONTINUOUS R -10 RIGID INSULATION AT PERIMETER EXTEND 24" MIN. BELOW GRADE. TAPER AT SLAB IL 11 In I•.1 111. 1111 . 4 111 I "t11 111• 1111 1••• 1111 1••• 1111 1••• 1••• 1••• 1111 1••• 1111 iiii 1••U 1••� 1••• 1111 1••• Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425)747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 e 1/24/2013 Permit#: D12 -384 DETAIL SECTIONS PLOT DATE: 2/25/13 m"° 5 3d4 RE FRED HIT NN H NOER50N STATE OF INASNBN / ON 1 A3 a 02 C•CI -,'CT CTn7/77/7 'finnn•Tn'+,'N - laailc U1i7oT U1nOC Q77+, - 7T77S fl \128J1C U1fQT U11lOC 277+7 - 7T77g(1 \7Tn7 \121JJewwO'l \ :Y 38' -0 3/4" T.O.OF ROOF 29' -1 3/4" Y T.O.OF PLAT 1 -0" 1X4 WINDOW TRIM 8" CEMENT BOARD LAP SIDING 111 12 11 I 1 I IIIIIIIIIIII111111II 3 �rrf 1111111111I11111111111111111111I 1111111111 2X8 FACIA (TYP.) PT3 COMPOSITE ROOF SHINGLES 1111 ■1 ■1■■ ■111■ ■■■ ■ ■ ■11 ■■11■■ ■ ■1■ ■1 ■■11■■■■ ■■■ ■1■ ■11■■■ ■1 ■111 ■■■111 ■111 Ito.- - 1■■■11I1._. 1■■■11■■■■■1im1.- IuuuuI■1■■11■■■■Ui .- ■■ ■1■■■■ ■1 ■■111■■1IMMI ■ ■■■■■■■■■■■■■ ■■■1■■■ ■ ■1■■ ■11■■■ ■1 ■11■■ ■11■ ATTIC VENT (TYP.) 1/11111111 1� 21' -0 518" 1X8 CORNER TRIM 4 4 11 2' -0" 1X8 CORNER TRIM 3 T-3 1X4 WINDOW TRIM 1X8 TRIM 1 T.O. F.F. SIGNAGE METAL OVERHANG // / PT -2 / // , . . / / 7 1X8 CORNER TRIM // 4 4 4 4 PLOT DATE /22/13 83 � R TEftEr HITE 4D 19 PT -3� Pfi3 8' SIDING PT-3 PT3 CEMENT BOARD PANEL SYSTEM trd DOWNSPOUT 0 0. -0" FINISHED FLOOR ty 1' -0" 4/ PT -1 1 PT-4 PT -1 UGHTIN (TYP.) 4 IC PT -1 ALUM. STOREFRONT (TYP.) NORTH ELEVATION DOWNSPOUT \ DOWNSPOUT 1/8' = 1' -0' 38' -0 3/4" T.O.OF ROOF 12 3- 2X8 FACIA (TYP.) IIIIIII1IIIII1l111111 1111111111111111111 PT3 COMPOSITE ROOF SHINGLES ..0l■11■■■■■■ 1u■■1■■■11■■ ■■ ■■ ■■11■■ ■11■ ■1 1 ■11■ ■111 ■1111 ■111■■■ ■1■■ ■1■ ■11■ ■111 ■1 ■11■ 11■■ ■■■■■■ ■1■■ ■■■1■11m.- ■■1■■■111■■1M..-- 1 ■1■■■■■ ■111 ■■1uu I'. 1 u11■■■■ u■ l ■1 u■ ■■ 1 1■■11■■■■■■■■1■■M ATTIC VENT (TYP.) 1 1 1 1111 11111111 I IC` I I A ALUM. STOREFRONT (rYP.) SOUTH ELEVATION ALUM. STOREFRONT (TYP.) UT 1/8' = LEGEND MARK MANUFACTURE / CODE NOTES PT -1 BEHR - EVENING HUSH 770F -6 FLAT PT -2 BEHR - CHOCOLATE COCO S -G -760 FLAT PT -3 BEHR - SMART WHITE 730A -1 SEMI -GLOSS / ALL EXT. TRIM PT -4 BEHR - MANHATTAN MIST 760E -2 SEMI -GLOSS / EXT. DOORS /CANOPY PT -5 BEHR - FRENCH PALE GOLD - 350D -5 FLAT AL 38' -0 3/4" T.O.OF ROOF AEI 29' -1 3/4" T.O.OF PLATE 1X4 WINDOW TRIM 1' -0" 12 3- COMPOSITE ROOF SHINGLES 2X8 FACIA (TYP.) PT3 ATTIC VENT (TYP.) �Zlllllllllllllllllllll� 1h l I Irl Ill 1 I IIIIIIIIIIIIIl11111111111111 I I l I l PT1 4, 7 4 21' -0 5/8" T.O. F.F. 1X8 CORNER TRIM PT3 11' -5 3/4" SIGNAGE METAL CANOPY CV CEMENT BOARD PANEL SYSTEM PT3 T-3 PT3 1' -0" 1X8 CORNER TRIM 8' CEMENT BOARD LAP SIDING PT ID 11 PT3 • T- PT -1 PT -1 PT -1 11 DD 0 4' -0" CEMENT BOARD PANEL SYSTEM WEST ELEVATION 1/8° = 38' -0 3/4" T.O. OF ROOF 29' -1 3/4" 1X4 WINDOW TRIM T.O. OF PLATE 1' -0" 2X8 FACIA (TYP.) PT3 COMPOSITE ROOF SHINGLES 12 111111111111 3L-�� 11111111111111111111111111111 111111111111111 ATTIC VENT (1YP.) Illlllllllllllll11.1.1 1I111111111J1I111 111111111 1111 111111111111111111 111111.1.11.1.1 12 21' -0 518" 1X8 CORNER TRIM 8" CEMENT BOARD LAP SIDING / 4 1' -0" 1X8 CORNER TRIM PT-3 PT3 P2 PT 8' SIDING 11' -5 3/4" SIGNAGE Y T.O. F.F. METAL CANOPY CEMENT BOARD PANEL SYSTEM �B 11 PT-3 MEM NONIIIEN PT3 MTL.CANOPY 71 11 -V 7 D Pir;as '' -Pini4cs' j■Acilecki% Q►'i or iv oQQikcAbGlf‘ rnAkeria.l5. PT -1 PT-4 PT -1 0 ALUM. STOREFRONT (IYP.) DOWNSPOUT EAST ELEVATION DOWNSPOUT ALUM. STOREFRONT (rYP.) 4' -0" 1 /8' = 1' -0' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 ®0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /® sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 L -U T.O. OF PLAT „ ,/ 1X4 WINDOW TRIM -0 f , Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206) 545 -0342 / 7 1X8 CORNER TRIM // 4 4 4 4 PLOT DATE /22/13 83 � R TEftEr HITE A4 m 0 1 Y N ' ENOERSON / STATE OF WASHINGTON (015 �`� // - _ 8' CEMENT BOARD LAP SIDING 21'-0 518" 8' SIDING \ r T-3 Pia r T.O. F.F. 1X8 CORNER TRIM PT -2 PT-3 / 4 4 / /// 4 /� - _ 1X4 WINDOW TRIM _ / SIGNAGE 4 11'-5 3/4" \ T-3 % / \ PT 3 / PT'1 / T-3 4. T.O. F.F. 1X8 TRIM PI- I 1 I CEMENT BOARD PANEL SYSTEM MTL CANOPY I, / PT-1 LIGHTING (TYP.) PT-4 / P_ -1 \ \ 4' -O" / /� D • / /( J x A \ ) DOWNSPOUT DOWNSPi ( �� // // �/> `�/ A ALUM. STOREFRONT (rYP.) SOUTH ELEVATION ALUM. STOREFRONT (TYP.) UT 1/8' = LEGEND MARK MANUFACTURE / CODE NOTES PT -1 BEHR - EVENING HUSH 770F -6 FLAT PT -2 BEHR - CHOCOLATE COCO S -G -760 FLAT PT -3 BEHR - SMART WHITE 730A -1 SEMI -GLOSS / ALL EXT. TRIM PT -4 BEHR - MANHATTAN MIST 760E -2 SEMI -GLOSS / EXT. DOORS /CANOPY PT -5 BEHR - FRENCH PALE GOLD - 350D -5 FLAT AL 38' -0 3/4" T.O.OF ROOF AEI 29' -1 3/4" T.O.OF PLATE 1X4 WINDOW TRIM 1' -0" 12 3- COMPOSITE ROOF SHINGLES 2X8 FACIA (TYP.) PT3 ATTIC VENT (TYP.) �Zlllllllllllllllllllll� 1h l I Irl Ill 1 I IIIIIIIIIIIIIl11111111111111 I I l I l PT1 4, 7 4 21' -0 5/8" T.O. F.F. 1X8 CORNER TRIM PT3 11' -5 3/4" SIGNAGE METAL CANOPY CV CEMENT BOARD PANEL SYSTEM PT3 T-3 PT3 1' -0" 1X8 CORNER TRIM 8' CEMENT BOARD LAP SIDING PT ID 11 PT3 • T- PT -1 PT -1 PT -1 11 DD 0 4' -0" CEMENT BOARD PANEL SYSTEM WEST ELEVATION 1/8° = 38' -0 3/4" T.O. OF ROOF 29' -1 3/4" 1X4 WINDOW TRIM T.O. OF PLATE 1' -0" 2X8 FACIA (TYP.) PT3 COMPOSITE ROOF SHINGLES 12 111111111111 3L-�� 11111111111111111111111111111 111111111111111 ATTIC VENT (1YP.) Illlllllllllllll11.1.1 1I111111111J1I111 111111111 1111 111111111111111111 111111.1.11.1.1 12 21' -0 518" 1X8 CORNER TRIM 8" CEMENT BOARD LAP SIDING / 4 1' -0" 1X8 CORNER TRIM PT-3 PT3 P2 PT 8' SIDING 11' -5 3/4" SIGNAGE Y T.O. F.F. METAL CANOPY CEMENT BOARD PANEL SYSTEM �B 11 PT-3 MEM NONIIIEN PT3 MTL.CANOPY 71 11 -V 7 D Pir;as '' -Pini4cs' j■Acilecki% Q►'i or iv oQQikcAbGlf‘ rnAkeria.l5. PT -1 PT-4 PT -1 0 ALUM. STOREFRONT (IYP.) DOWNSPOUT EAST ELEVATION DOWNSPOUT ALUM. STOREFRONT (rYP.) 4' -0" 1 /8' = 1' -0' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 ®0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /® sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425) 747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206) 545 -0342 © 1/24/2013 Permit #: D12 -384 EXTERIOR ELEVATIONS PLOT DATE /22/13 MARK MANUFACTURE / CODE NOTES PT -1 BEHR - EVENING HUSH 770F -6 FLAT PT -2 BEHR - CHOCOLATE COCO S -G -760 FLAT PT -3 BEHR - SMART WHITE 730A -1 SEMI -GLOSS / ALL EXT. TRIM PT -4 BEHR - MANHATTAN MIST 760E -2 SEMI -GLOSS / EXT. DOORS /CANOPY PT -5 BEHR - FRENCH PALE GOLD - 350D -5 FLAT AL 38' -0 3/4" T.O.OF ROOF AEI 29' -1 3/4" T.O.OF PLATE 1X4 WINDOW TRIM 1' -0" 12 3- COMPOSITE ROOF SHINGLES 2X8 FACIA (TYP.) PT3 ATTIC VENT (TYP.) �Zlllllllllllllllllllll� 1h l I Irl Ill 1 I IIIIIIIIIIIIIl11111111111111 I I l I l PT1 4, 7 4 21' -0 5/8" T.O. F.F. 1X8 CORNER TRIM PT3 11' -5 3/4" SIGNAGE METAL CANOPY CV CEMENT BOARD PANEL SYSTEM PT3 T-3 PT3 1' -0" 1X8 CORNER TRIM 8' CEMENT BOARD LAP SIDING PT ID 11 PT3 • T- PT -1 PT -1 PT -1 11 DD 0 4' -0" CEMENT BOARD PANEL SYSTEM WEST ELEVATION 1/8° = 38' -0 3/4" T.O. OF ROOF 29' -1 3/4" 1X4 WINDOW TRIM T.O. OF PLATE 1' -0" 2X8 FACIA (TYP.) PT3 COMPOSITE ROOF SHINGLES 12 111111111111 3L-�� 11111111111111111111111111111 111111111111111 ATTIC VENT (1YP.) Illlllllllllllll11.1.1 1I111111111J1I111 111111111 1111 111111111111111111 111111.1.11.1.1 12 21' -0 518" 1X8 CORNER TRIM 8" CEMENT BOARD LAP SIDING / 4 1' -0" 1X8 CORNER TRIM PT-3 PT3 P2 PT 8' SIDING 11' -5 3/4" SIGNAGE Y T.O. F.F. METAL CANOPY CEMENT BOARD PANEL SYSTEM �B 11 PT-3 MEM NONIIIEN PT3 MTL.CANOPY 71 11 -V 7 D Pir;as '' -Pini4cs' j■Acilecki% Q►'i or iv oQQikcAbGlf‘ rnAkeria.l5. PT -1 PT-4 PT -1 0 ALUM. STOREFRONT (IYP.) DOWNSPOUT EAST ELEVATION DOWNSPOUT ALUM. STOREFRONT (rYP.) 4' -0" 1 /8' = 1' -0' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 ®0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /® sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206 - 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425) 747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206) 545 -0342 © 1/24/2013 Permit #: D12 -384 EXTERIOR ELEVATIONS PLOT DATE /22/13 83 � R TEftEr HITE A4 m 0 1 Y N ' ENOERSON / STATE OF WASHINGTON (015 W CV 42" 12" 0) 1 w 4 m 0 ACCESSIBLE RESTROOM ELEVATIONS / \ 7 Mk CD 36" 1" A 4 N 4 1/2" = 1' -0" • 4 fM `CURTAIN ROD DIAMOND PATTERN • 24'x11@" _ GRAB BAR / 251@ "x1B'x1112 °GRAB BAR N MOLDED SEAT A m c°) 4 L() A. 39 1/2 4'.0 ACCESSIBLE APARTMENT RESTROOM ELEVATIONS 17 42" ID CO O)� 1' -9" 1F 4 CO 1/0= 140" THERMOSTAT / SIGNAGE _®LIGHT < ,k SWITCH DOOR < 1 LEVER CV cn L) NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS Q INTEGRAL FAN & SWITCH O NOTE: COORDINATE WITH MECHANICAL ELECTRICAL DWGS. FOR EXACT LAYOUTS & DIMENSIONS TYPICAL MOUNTING HEIGHTS DUPLEX, PHONE, AND DATA OUTLETS TO BE 17" AFF. U.N.O. 3/8"= 1' -0" MEN'S ACCESSABLE RESTROOM WOMAN'S ACCESSABLE RESTROOM FINISH FLOOR 0 NOTE: PROVIDE BRAILLE CHARACTERS ON SYMBOL SIGNS -- SEE SIGNS & IDENTIFICATION, ACCESSIBILITY COMPLIANCE, SHEET A.02 DOORWAYS LEADING TO MEN'S SANITARY FACILITIES SHALL BE IDENTIFIED BY AN EQUILATERAL TRIANGLE I" THICK w/ EDGES 12" LONG & A VERTEXT POINTING UPWARD. WOMEN'S SANITARY FACILITIES SHALL BE IDENTIFIED BY A CIRCLE I" THICK & 12" IN DIAMETER 0 SECTION 1 1/2 "— GALV. STEEL OR WOOD PIPE HANDRAIL GYP. BD. BOTH SIDES 2X WOOD STUDS (§ 16" O.C. (TYPICAL) FASTEN HANDRAIL SUPPORTS TO 2 X BLOCKING SPACED IN WALL 6, -0" O.C. MAXIMUM CLR. HANDRAIL DETAIL O PLAN = 1'-0" GENERAL NOTES 1. DIMENSIONS ARE TO FACE OF WD. STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. 2. ALL WALL CONSTRUCTION IS DESIGNATED BY KEYNOTES ON FLOOR PLANS. 3. PROVIDE FIBERGLASS BATT SOUND ATTENUATED INSULATION, FULL HGT. AT UNISEX RESTROOMS WALLS AND OVER CEILING. 4. COORDINATE ALL ELECTRICAL AND PLUMBING WORK WITH OWNER AND TENANT PRIOR TO INSTALLATION. 5. REFER TO DETAIL A3/A4.03 FOR TYPICAL INTERIOR MOUNTING LOCATIONS. 6. PROVIDE BACKING FOR ALL WALL MOUNTED ACCESSORIES, FURNISHINGS AND EQUIP. VERIFY WEIGHTS AND LOCATIONS. 7. REFER TO MECHANICAL, ELECTRICAL, & STRUCTURAL DRAWINGS FOR MORE INFORMATION. 8. REFER TO FOOD SERVICE EQUIPMENT DRAWINGS FOR TYPES & LOCATIONS OF KITCHEN EQUIPMENT. RESTROOM KEY NOTES SURFACE MOUNTED PAPER TOWEL DISPENSER SOAP DISPENSER 2411X36" MIRROR - CENTER OVER LAVORATORY TOILET PAPER DISPENSER - SURFACE MOUNT TOILET SEAT COVER DISPENSER - SURFACE MOUNT ACCESSIBLE GRAB BAR PREFORMED "WHITE" PLUMB. INSUL. @ HOT WATER, COLD WATER AND DRAIN PIPES REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila 1 BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206- 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253 - 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425) 747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 A 01/24/2013 Permit #: D12 -384 INTERIOR ELEVATIONS PLOT DATE /22/13 ter..- pp r fl .TEREI ' ' HITE LYNN E. 11 NDERSON STATE OF WASHINGTON X01 • 02 A4 O ALUMINUM DOOR DOOR TYPES DOUBLE WOOD DOOR SINGLE WOOD DOOR O O SLIDING WOOD DOOR BIFOLD WOOD DOOR O METAL DOOR 1/4" =1' -0" Floor 1 Door Total Amount Total Amount Frame Assembly Rating Hardware Group Remarks Number Size Sq.Ft. Mat Type Finish Type 1st 2nd 3rd Total Type Finish Type Finish Geotech Consultants, Inc. 100 3' -0" x 7' -0" x 3/4" 21 class /Alum A FAC SWING 1 0 0 1 A FAC N C 1, 2 101 3' -0" x 7' -0 " x 3/4" . 21 3lass /Alum A FAC SWING 1 0 0 1 A FAC 1HR C 1, 2 102 6" -0" x 6'-8" x 3/4" 40 WO B PRE DBL. 1 0 0 1 B PT NR A SC 103 2' -8" x 6' -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 B PT 1 HR E SC, 7 104 2' -8" x 6' -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 B PT 1 HR E SC, 7 105 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 1 0 0 1 B PT NR B SC, 3, 7 106 2" -6" x 6' -8" x 3/4" 17 WD C PRE SWING 1 0 0 1 B PT NR B SC, 3, 7 107 2' -8" x 6' -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 B PT 1 FIR E SC, 7 108 2" -8" x 6" -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 B PT NR A SC, 7 109 3'-0" x 7' -0" x 3/4" 20 class /Alum A FAC SWING 1 0 0 1 A FAC NR C 1 110 3' -0" x'71-0" x 3/4" 20 Sloss/Alum A FAC SWING 1 0 0 1 A FAC NR C 1 111 3' -0" x 7" -0" x 3/4" 20 3Iass /Alum A FAC SWING 1 0 0 1 A FAC r MR C 1, 2 112 2 " -8 " x 6' -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 C ST NR D HC 113 4" -6" x 6" -8 " x 3/4" 30 WD D PRE SLIDER 1 0 0 1 C ST NR N/A HC 114 4 " -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 1 0 0 1 C ST NR N/A HC 115 2" -4" x 6' -8" x 3/4" 16 WD E PRE BI -FOLD 1 0 0 1 C ST NR N/A HC 116 2" -8" x 6' -8 " x 3/4" 18 WD C PRE SWING 1 0 0 1 C ST NR D HC 117 2' -8" x 6" -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 C ST NR D SC 118 3' -0" x 6' -8 " x 3/4" 20 WD C PRE SWING 1 0 0 1 NR ST 1:HR A SC . 119 3' -0 " x 7' -0 " x 3/4" 21 Sloss/Alum A FAC SWING 1 0 0 1 A FAC HC C 1 120 21-6" x 6' -8" x 3/4" 18 WD C PRE SWING 1 0 0 1 B PT 1 HR A SC 30 WD D PRE SUDER 0 1 0 1 C ST NR N/A HC 222 4" -6" x 6' -8" x 3/4" Total Sq.Ft. 437 Total Doors 21 PRE Floor 2 Door Total Amount Total Amount Frame Assembly Rating Hardware Group Remarks Number Size Sq.Ft. Mat Type Finish Type 1st 2nd 3rd Total Type Finish Type Finish Geotech Consultants, Inc. 200 3' -0" x 6' -8" x 3/4" 17 HM F FAC SWING 0 1 0 1 B PT 1HR C HM, 9 201 31-0'x 6' -8" x 3/4" 20 WD C PRE SWING 0 1 0 1 C ST 1HR A SC 202 2' -6 " x 61-8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR N/A HC 203 2' -6" x 6" -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 204 5' -0" x 6" -8" x 3/4" 33 WD D PRE SLIDER 0 1 0 1 C ST NR N/A HC 205 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 206 2' -6" x 6' -8 " x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 207 5 " -0" x 6' -8" x 3/4" 33 WD D PRE SLIDER 0 1 0 1 C ST NR N/A HC 208 5' -0" x 6' -8" x 3/4" 33 WD D PRE SLIDER 0 1 0 1 C ST NR N/A HC 209 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 • 1 C ST NR D HC 210 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 211 5' -0" x 6' -8" x 3/4" 33 WD D PRE SLIDER 0 1 0 1. C ST NR N/A HC 212 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 213 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING • 0 1 0 1 C ST NR N/A HC 214 3' -0" x 61-8 " x 3/4" 20 WO C PRE SWING 0 1 0 1 C ST 1HR N ----- -SC d 215 3' -0" x 6' -8" x 3/4" 17 HC F FAC SWING 0 1 0 1 B PT 1HR,9" 1HR - -- 216 3' -0" x 6' -8" x 3/4" 20 WO C PRE SWING 0 1 0 1 C` ST 1HR c7.31------ A SC •,� HC 217 5' -0" x 6' -8" x 3/4" 33 WD D PRE SLIDER 0 1 0 1 C ST NR 218 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 219 2' -6" x 6' -8" x 3/4" 17 WO C PRE SWING 0 1 . 0 1 C ST NR D HC 220 2" -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 221 4' -6" x 6' -8" x 3/4" 30 WD D PRE SUDER 0 1 0 1 C ST NR N/A HC 222 4" -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 0 1 0 1 C ST NR N/A HC 223 3' -0" x 6' -8" x 3/4" 20 WD C PRE SWING 0 1 0 1 C ST 1HR A SC 224 2" -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 225 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING q' 1 0 1 C ST NR D HC 226 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 1 0 1 C ST NR D HC 227 4' -6" x 6' -8" x 3/4" 30 WD D PRE SUDER i 0 1 0 1 C ST NR N/A HC 228 4' -6" x 6" -8" x 3/4" 30 WD D PRE SLIDER ! 0 1 0 1 C ST NR N/A I-IC 229 4' -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 1 0 1 0 1 C ST NR N/A HC N/A HC 328 4' -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 0 0 1 1 C ST NR Total Sq.Ft. 667 Total Doors 30 30 WD D Floor 3 Door / Total Amount 4632 NE 89th St. Frame Assembly Rating Hardware Group Remarks Number Size Sq.Ft. Mat Type PO Box 952 Finish type , 1st 2nd 3rd Total Type Finish Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 300 3' -0" x 6' -8" x 3/4" 17 HM F Bellevue, WA 98004 FAC ,,WING 0 0 1 1 B PT 1HR C HM, 9 301 3' -0" x 6' -8" x 3/4" 20 WD C PRE SWING 0 0 1 1 C ST 1HR • ' A SC 302 2 " -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR N A HC 303 2' -6" x 6' -8" x 3/4" 17 WD C PR SWING 0 0 1 1 C ST NR D HC 304 5' -0" x 6' -8" x 3/4" 33 WD D P E SUDER 0 0 1 1 C ST NR N/A HC 305 2' -6" x 6' -8" x 3/4" 17 WD C RE SWING 0 0 1 1 C ST NR D HC 306 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D 307 5' -0" x 6' -8 " x 3/4" 33 WD D ' PRE SLIDER 0 0 1 1 C ST NR N/A HC 308 5' -0" x 6' -8" x 3/4" 33 WD D 7 PRE SUDER 0 0 1 1 C ST NR N/A HC 309 2 " -6" x 6" -8 " x 3/4" 17 WD C` PRE SWING 0 0 1 1 C ST NR D HC 310 2 " -6 " 6' -8" x 3/4" 17 WO C PRE SWING 0 0 1 1 C ST NR D HC 311 5 " -0" x 6' -8" x 3/4" 33 WD D PRE SUDER • 0 0 1 1 C ST NR N/A HC 312 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 313 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR N HC 314 3' -0" x 6' -8" x 3/4" 20 WD C PRE SWING 0 0 1 1 C ST 1HR A SC 315 3' -0" x 6' -8" x 3/4" 17 HC F FAC SWING 0 0 1 1 B PT 1HR HM, 9 316 3' -0" x 6' -8" x 3/4" 20 WD C PRE SWING 0 0 1 1 C ST 1HR A 317 5" -0" x 6' -8" x 3/4" 33 WD D PRE SLIDER 0 0 1 1 C ST NR N A HC 318 2' -6 " x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 319 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 320 2" -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 321 4' -6" x 6' -8" x 3/4" 30 WD 0 PRE SLIDER 0 0 1 1 C ST NR N/A 322 4' -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 0 0 1 1 ` C ST NR N A HC 323 3" -0 "' x 6" -8 "" x 3/4" 20 WD C PRE SWING 0 0 1 1 C ST 1HR A SC 324 2' -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 325 2" -6" x 6' -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 326 2" -6 " x 6" -8" x 3/4" 17 WD C PRE SWING 0 0 1 1 C ST NR D HC 327 4' -6" x 6' -8" x 3/4" 30 WD D PRE SUDER 0 0 1 1 C ST NR N/A HC 328 4' -6" x 6' -8" x 3/4" 30 WD D PRE SLIDER 0 0 1 1 C ST NR N/A HC 329 4' -6" x 6" -8" x 3/4" 30 WD D PRE SLIDER 0 0 1 1 C ST NR N/A HC Total Sq.Ft. 667 Total Doors 30 Total Sq.Ft. 1 1771 1 Total Doors f 52 MCP, isT Ll �l►�' F- DOM — vitrfore- 02,44(41/Arai 114L CDDl' ©1,17 DOOR SCHEDULE N.T.S. it-it4+r FSWIN O OM-0" O N Potar \F-t P g 1 ° O ALUM FRAME TYPES O HOLLOW METAL FRAME O WOOD FRAME 1/4" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 222013 City of Tukwila ISION BUILDING DI D t� GENERAL NOTES 1. DIMENSIONS ARE TO FACE OF WD. STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. 2. ALL WALL CONSTRUCTION IS DESIGNATED BY KEYNOTES ON FLOOR PLANS. 3. PROVIDE FIBERGLASS BATT SOUND ATTENUATED INSULATION, FULL HGT. AT UNISEX (RESTROOM 1 AND RESTROOM 2) WALLS AND OVER CEILING. 4. COORDINATE ALL ELECTRICAL AND PLUMBING WORK WITH OWNER AND TENANT PRIOR TO INSTALLATION. 5. REFER TO DETAIL 3/A4.02 FOR TYPICAL INTERIOR MOUNTING LOCATIONS. 6. PROVIDE BACKING FOR ALL WALL MOUNTED ACCESSORIES, FURNISHINGS AND EQUIP. VERIFY WEIGHTS AND LOCATIONS. 7. REFER TO MECHANICAL, ELECTRICAL, & STRUCTURAL DRAWINGS FOR MORE INFORMATION. 8. REFER TO FOOD SERVICE EQUIPMENT DRAWINGS FOR TYPES & LOCATIONS OF KITCHEN EQUIPMENT. DOOR NOTES 1. NO THUMBSTURNS OR DEADBOLTS ARE ALLOWED. 2. PROVIDE SIGN STATING "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS" AT THE FOLLOWING DOORS: (100, 101 AND 111) 3. PROVIDE ACCESSIBLE SIGNAGE ON EXTERIOR FACE OF DOORS PER ADA STANDARDS. 4. ALL NEW DOORS TO BE CHOSEN BY DESIGNER /ARCHITECT APPOVED BY OWNER. UNLESS NOTED OTHERWISE. 5. SEE DETAIL 3/A4.02 FOR TYPICAL INTERIOR DOOR LOCATION. 6. ALL NEW METAL DOOR FRAMES TO BE TIMELY KNOCK DOWN HOLLOW METAL FRAMES "BRONZE FINISH ". 7. PROVIDE 10 " STAINLESS STEEL KICK PLATES TO BOTH SIDES OF DOOR. 8. ALL DOOR HARDWARE FINISHES TO BE PER BUILDING STANDARD. 9. MAGNETIC DOOR CLOSING SYSTEM CONNECTED TO BUILDING FIRE ALARM, SYSTEM. 10. DOOR TYPE A AND F HAVE AN U VALUE OF0.4 DOOR HARDWARE LEGEND A. BUILDING STANDARD COMMERCIAL GRADE LOCKSET. B. PRIVACY LOCK W/ "OCCUPIED" INDICATOR. C. BUILDING STANDARD EGRESS HARDWARE PACKAGE @ EXIT DOOR W/ PANIC HARDWARE. D. COMMERCIAL GRADE PRIVACY LOCK E. NON LOCKING EGRESS HARDWARE ABBREVIATONS F FLUSH DOOR PRE PRE FINISHED WD WOOD HM HOLLOW METAL - (TIMELY "KNOCK DOWN° MIL. FRAME, MFRS. STANDARD COLOR "BRONZE') SC SOLID CORE HC HOLLOW CORE GYP GYPSUM BOARD SF STOREFRONT ST CLEAR STAIN FINISH PT PAINT 3814 RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Ilc 3515 NE 67th Ave. Portland, OR 97213 (971)238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 Lynnwood, WA 98046 206- 280 -4715 Civil Engineer: Michael N. Antonoff, Inc. 3316 Deer Island Dr. E. Lake Tapps, WA 98391 253- 862 -6763 Geotech Engineer Geotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425) 747 -5618 Surveyor: Point Wise, PLLC David A. Peebler 11000 NE 10th Street, Suite 144 Bellevue, WA 98004 425 - 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 e 1/24/2013 Permit #: D12 -384 DOOR SCHEDULE PLOT DATE/25 /13 REG ERED A IT T LYNN E. E RSON STATE OF WASHINGTON 9.01 EQ. k EQ. ; . // // // // CV 111111111111111111111111111111111111111111111 111111111111111111111111111111111111 0 ALUM. STORE FRONT WINDOW TYPES 0 ALUM. STORE FRONT 0 SLIDER 0 0 PICTURE WINDOW FIXED 1 /4" = MARK , / Sq.Ft MATERIAL TYPE 1st 2nd 3rd TOTAL REMARKS 1 8' -0" x 7-Orr 56 CV 111111111111111111111111111111111111111111111 111111111111111111111111111111111111 0 ALUM. STORE FRONT WINDOW TYPES 0 ALUM. STORE FRONT 0 SLIDER 0 0 PICTURE WINDOW FIXED 1 /4" = MARK , SIZE Sq.Ft MATERIAL TYPE 1st 2nd 3rd TOTAL REMARKS 1 8' -0" x 7-Orr 56 ALUM 1 2 0 0 3 2 4' -0 " x 7' -0" 28 ALUM 2 7 0 0 7 3 3 4' -0" x 4' -0" 16 GV 3 5 14 14 33 2, 4 4 4' -0" x 4' -0" 16 GV 4 2 0 0' 2 5 4' -0 " x 3'-0" _ 12 GV 5 0 2 2 4 2 GLAZING SgFt PER FLOOR 420 248 248 48 WINDOW SCHEDULE BUILDI \G EDGE 3'-0" C5X6.7 1 99N A36 ROD •1 C5X6.7 GUTTER BELOW SLOPE 1 PER FOOT C5X6.7 f 0) X U) U C5X6.7 L 99 A36 ROD RID RID CANOPY PLAN / DETAIL GE Y 1. DIMENSIONS ARE TO FACE OF WD. STUD FRAMING, FACE OF CONCRETE, CENTERLINE OF RELIGHTS, CENTERLINE OF BUILDING COLUMNS, AND FACE OF CASEWORK UNLESS OTHERWISE NOTED ON PLANS. 2. ALL WALL CONSTRUCTION IS DESIGNATED BY KEYNOTES ON FLOOR PLANS. 3. PROVIDE FIBERGLASS BATT SOUND ATTENUATED INSULATION, FULL HGT. AT UNISEX (RESTROOM 1 AND RESTROOM 2) WALLS AND OVER CEILING.. 4. COORDINATE ALL ELECTRICAL AND PLUMBING WORK WITH OWNER AND TENANT PRIOR TO INSTALLATION. 5. REFER TO DETAIL 3/A4.02 FOR TYPICAL INTERIOR MOUNTING LOCATIONS. 6. PROVIDE BACKING FOR ALL WALL MOUNTED ACCESSORIES, FURNISHINGS AND EQUIP. VERIFY WEIGHTS AND LOCATIONS. WINDOW NOTES 1. ALL NEW WINDOWS TO BE CHOSEN BY DESIGNER /ARCHITECT APPROVED BY OWNER. UNLESS NOTED OTHERWISE. 2. PROVIDE VENTILATION OPENINGS IN FRAME OF WINDOW TO PROVIDE A MINIMUM OF 0.06 CFM OF EXCHANGE AIR. 3. PROVIDE TEMPERED SAFETY GLASS 4. EGRESS WINDOW 5. WINDOW TYPE 1 AND 2 HAVE AN U VALUE OF 0.4 6. WINDOW TYPE 3,4,5 HAVE AN U VALUE OF 0.32 ABBREVIATONS PRE PRE FINISHED WD WOOD HM HOLLOW METAL - (TIMELY "KNOCK DOWN' MTL. FRAME) SC SOLID CORE HC HOLLOW CORE 112" • 1'4" �+ y`IOW cLI )/ Yt 1;15 ofela ND* (moot r7L d T)1 L 4 s 1.erit4 T, GYP GYPSUM BOARD SF STOREFRONT ST CLEAR STAIN FINISH PT PAINT GV GLASSNINYL bU3B4 RECEIVED CITY OF TUKWILA MAR 112013 PERMIT CENTER Parcel # 537980 -0670 4228 S. 164th Street, Tukwila WA Site Area 27,060 + /- sq.ft. Owner: Ian Hamad Baumeister, LLC 4632 NE 89th St. Seattle, WA 98115 (206) 331 -1524 Building Design: floW design studios, Iic 3515 NE 67th Ave. Portland, OR 97213 (971) 238 -0911 Structural Engineer: Andrew M. Gahan, PE PO Box 952 1 Lynnwood, WA 98046 206- 280 -4715 ivil ichael 316 ake 253 Engineer: N. Antonoff, Inc. Deer Island Dr. E. Tapps, WA 98391 - 862 -6763 eotech Engineer eotech Consultants, Inc. 13256 NE 20th St., Ste. 16 Bellevue, WA 98005 (425) 747 -5618 urveyor: oint Wise, PLLC avid A. Peebler 000 NE 10th Street, Suite 144 ellevue, WA 98004 25- 503 -0158 Landscape Architects: Studio 342 619 N 35th St., Ste #101 Seattle, WA 98103 (206)545 -0342 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2013 BUr DIVISION [jLDING S 1/24/2013 Permit #: D12 -384 WINDOW SCHEDULE DETAILS PLOT DATE /22/13 v- 5344 R. • I :TERED , RI ITEC A9.02 LYNN H NDERSON STATE . ' WASHINGTON STORM CB #2 TYPE -1C RIM= 487.5 IE- 482.0 INSTALL 80 LF OF 5' X 3' WASHED GRAVEL TRENCH IN UPPER 48" OF NATIVE SOIL. (SEE TYP. X- SECTION) 488.47 489 486 486 EX 20' PRIVATE ACCESS &UTILITY EASEMENT .1— 4 4 f n � �y("� I d . +1 50•' •a • tie,/ , r 4 uly • N 96.00 -00— d e a ' 4 R 4• . b 1, I a a 4 — — ----- 486 ':4 • a ^ + a 'EX VB a �. CB #3 TYPE -10 GRATE =484.5 I E =482.1 a EX STORM DRAIN 490 A8 F� McMICKEN COURT A PORTION OF THE NW 1/4, NW 1/4, SECTION 27, TOWNSH/P 23 NORTH, RANGE 04 EAST, W. Al CITY OF TUKWILA, KING COUNTY, WASHINGTON -. 20LF -8 "GADS -N12 ©5 = 0.50% STORM CB#1 TYPE - 2 48" RIM= 485.5 IE =4'82.0 4" OFOOTING DRAIN AROUND PREMETER OF BUILDING CONNECT TO-ROOF DRAW TIGHTLINE 22LF- 6 "12)PVC a5 =0.50% EX 50' PRIVATE ACCESS &UTILITY EASEMENT 492 . TIGHTLINE ROOF DRAINS INTO SED,CONT „STRUCTURE VIA 6” DIA. ADS AT 10/6 MIN. PROPOSED UNDERGROUND POWER& TELEPHONE EXISTING POWER/TELEPHONE POLE.• CONSTRUCT C.O.T. • STANDARD CONCRETE.CURB, • GUTTER AND SIDEWALK AS SHOWN (SEE DETAIL) ,.�,0 �� a n .. 489 SWALE (SEE DET 490 PROPOSED OI✓FIQJ BUILDING L.1_. FF=1 489,0 EX. SANITARY SEWER STUB : co Q / 487 486 491, >— CB #4 TYPE30. _490 ca 491 ,r 0 10 20 30 SCALE: 1" z 20' DOTE: MAINTAIN EXISTING DRAINAGE ON EXISTING A/C EX. EDGE OF PAVEMENT (EP) EX. WATER SERVICE (W) /488 EX. SAN. SEWER (SS) EXISTING FIRE HYDRANT 489 CONSTRUCT CITY OF TUKWILA STD DRIVE WAY APPROACH (SEE DETAIL) 40 INSTALL 30LF OF 3'x3' WASHED GRAVEL TRENCH IN UPPER 48" OF NATIVE SOIL (SSG TYP X- SECTION) PIPE(IE)= 487.5 149.9 N 90- 0O -OOE �11' a ....d • J 3 ' • rt vA 5.. $$ SC $ I . .. 4 . , ' • • 4 EX EP 71 J'Fa- ,. 4 B, a S n d a a 4 493 PROPOSED 4" FIRE SP.LINE EX EP �' \/ /,, , 41 493 492 • n' 4 , • n ' A SS V 1 8S- - SS—_ SS—_ /1 EX EP a R/1N PLAN SCALE 1 "-,=, 20' PROPOSED 3/4" LANDSCAPE SERVICE . • PROPOSED DOMESTIC 1" ----PROPOSED WATER SERVICE 1/2" STW USE EXISTING GAS STUD WATER METER EX SS MANHOLE CB +A INSTALL (TYPE1 CB) END OF CONC. CURB GRATE = 490.75 + I E= 487.75 PROPOSED CUT /FILL PROPOSED CUT: 175 CY PROPOSED FILL: 575 CY PROPOSED IMPERVIOUS AREAS BUILDING: 4,365 SF PARKING /ACCESS DRIVE: 5,470SF CB +C(TYPE1 CB) W /SOLID LID GRATE =491.0 E =487.5 CB +B(TYPE1 CB) W /SOLID LID CRATE =491.0 1 E =487.5 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 PROJECT DATA OWNER/DEVELOPER BAUMEISTER L.L.C. CONTACT: IAN HAMAD 4632 NE 89TH ST SEATTLE, WA 98115 206- 331 - 1524,_ PROJECT DESCRIPTION: CONSTRUCT 3 STORY MIXED USE BUILDING PARCEL NO: BLDG 1= 5379800670 SITE ADDRESS: BLDG 1= 4228 SOUTH 164TH ST SOURCE OF TOPOGRAPHY POINTWISE, PLLE (JOB2516- -565) 4/12/12 LEGAL DESCRIPTION THE SOUTH 180.4 FEET OF THE SOUTH 290.4 FEET OF THE FOLLOWING: BEGINNING ATA POINT ON THE NORTH LINE 0F SECTION 27, TOWNSHIP23 NORTH, RANGE 4 EAST, W. N.., IN KING COUNT! WASHINGTON, DISTANCE NORTH 89 °59'10" WEST . 2306.10 FEET FROM THE NORTHEAST CORNER OF SAID SECTION 27 AND RUNNING , . THENCE SOUTH 00 °15'50 "EAST 610,80 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION, THENCE CONTINUING SOUTH 00 °15'50" EAST 580.8 FEETL THENCE NORTH . 89 °5970" WEST 150FEET; THENCE NORTH 0015'50" WEST 580.8 FEET; THENCE SOUTH 8959'10" EAST 150 FEET TO THE TRUE POINT OF BEGINNING, (BEING KNOWN ALSO AS TRACT 37, BLOCK5, MCMICKENHEIGHTS DIV, NO. 2, ACCORDING TO UNRECORDED PLAT THEREOF) SITUATED INKING COUNTY, WASHINGTON. LESS COUNTY ROADS. City of Tukwila BUILDING DIVISION SUBJECT TO EASEMENT FOR EGRESS, INGRESS, PARKING, UTILITIES AND BUSINESS SIGN OVER THE EAST50 FEET THEREOF. TOGETHER WITH EASEMENT FOR INGRESS AND EGRESS OVER THE EAST 8 FEET OF THE SOUTH 100 FEET OF PROPERTY ADJOINING ON WEST SUBJECT TO EASEMENT OF INGRESS AND EGRESS OVER HE WEST 4 FEET OF SOUTH 100 FEET OF SUBJECT PROPERTY IF ANY EXISTED, VERTICAL DATUM: NAVD88 REFERENCE CITY OF SEATTLE BENCHMARK # 93V-521: FOUND BRASS DISK W /PUNCH• IN CONCRETE FILLED 5/M PIPE' 0:5' BELOW RIM MON CASE, BEING THE WESTERLY OF MONUMENTS IN INTERSECTION 7a S, 160TH ST/ 51ST AVENUE SO. (VISITED APRIL 2012) ELEV = 297,89 FEET NOTE :CONTRACTOR NOT TO INTERFERE OR DISRUPT EXISTING PARKING AND TRAFFIC ON ADJACENT PARKING/BUSINESS TO NORTH & EAST b 3 8 APPROVED DATE PLAN APPROVAL LXPIRES ONE (1) YEAR FROM DATE OF APPROVAL These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions whi0h do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval.. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER rrA VICINITY MAP Michael N. Anlonof, P.E. 3316 Deer Island Drive Lake Tapps, Wa - 95391 253-862-6763 STORM DRAIN PLAN SHEET 1 0F4 APPROVED A• PORTION OF THE NW 1/4, NW .I/4, SECTION 27, TOWNSHIP 23 NORTH, RANGE 04 EAST, W M, CITY OF TUCWILA, KING COUNTy, WASHINGTON ' PLAN APPROVAL EXPIRES,, ONE(I) YEAR FROM DATEOFAPPRVVAL. EX 20' PRIVATE ACCESS 486 &UTILITY EASEMENT� INSTALL INLET PROTECTION AT EACH CATCH BASIN (TYPICAL) (SEE DETAIL)" INSTALL SILT FENCE ON DOWN SLOPE OF CONSTRUCTION . ACTIVITY AREA (SEE DETAIL) "SARK. �> EX. 50' PRIVATE ACCESS I &UTILITY EASEMENT. ~. 10 . 20 '30; :. 40 SCALE 1" = 20` CB #3, • . NOTE: MAINTAIN EXISTING DRAINAGE ON EXISTING NC EX. EDGE OF PAVEMENT (EP EX. SAN. SEWER (SS) EXISTING FIRE HYDRANT 489:,490 INSTALL INTERIM' ' RIP -RAP PAD MAINTAIN DURING.:: COURSE OF CONST: (SEE DETAIL) EX SS.. MANHOLE PROPOSED DOMESTIC. 1 WATER SERVICE USE EXISTING: WATER METER EXISTING •1 /2 "STW GAS STUD EX SS. MANHOLE. PROPOSED CUT /FILL' . PROPOSED CUT. • 175 CY PROPOSED FILL fi s CY PROPOSED IMPERVIOUS AREAS BUILDING 4,366 SF ,. . PARKING /ACCESS DRIVE: 5470SF OWNER/D' WNERIDEVELOPER BAUMEISTERLL.C.: CONTACT IAN HAMAD 4632 NE 89TH ST `,.:.....'.,..: SEATTLE, WA 98115.. 206 -331 -1524 PROJECT DESCRIPTION.• CONSTRUCT -3 STORY USE BUILDING ' PARCEL Na BLDG 1 `= 5379800670 SITE ADDRESS: BLDG 1 = 4228 SOUTH 164TH ST.. " SOURCE OF TOPOGRAPHY POINTWISE, PLLE 00B2516 --565) . SCALE: '1 "= 007: 2012 EROSION •CONTROL & . GRADING PLAN SHEET2 0F4 . ELEVATION RIGID PIPE • (D.1,, CONC.) FLEXIBLE PIPE (CPEP CMP, -PVC) McMICKEN COU PPR0VJ A PORTION OF THE NW 1/4, NW 1/4, SECTION 27, : TOWNSHIP 23 NORTH, RANGE 04 EAST W M. CITY OF TUKWILA, KING COUNTY WASHINGTON *PLAN ' APPROVAL, EXPI RESONE (1J.YEARFROMDATEOfAPPROUAL SiTE_PL 130001NG r 1 • d �/ % f .�'r r � f r ,/fir /4/ / / /./� // 2/ "K / /// r.// i // ,/:/ // / 1j' // //' / / �.- /�rr- I r/ / ,.f ' ; //r/ ri/ BACKFILL RIGHT QF WAY ••• `• . 1. .• • . . ..•••• • • ..4 PAVEIMNT imom EASUTILITY FMFN PIPE AS SPECIFIED �p CL ss 8 ASPHALT CONCRETE CRUSHED SURFACING CLASS B GRAVEL STORM SEWER &CATCH BASIN • CEMENT CONCRETE CURB F. GUTTER CEMENT CONCRETE SIDEWALK OI• EN MINUS CRUSHED ROCK THICKNESS AG REQUIRED BY ENGINEER'S pESIGIti FRAME & LADDER OR STEPS OFFSET, SEE NOTE 4. FRAME & GRATE ELEVATION PER PLANS ROUND SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS UNLESS OTHERWISE APPROVED BY ENGINEER (SEE DETAIL 18.0) SEE TUKWILA TYPICAL DETAILS 0 e .1112 ,�l . •� r1�.11tw' 77,1115J �� + i �, � llt,� _�lml ; r r E I , i I7_111- 1.5X1.0.+ 16 24" MIN. PAVEMENT SECTION NOTES: 1. IN PAVED AREAS AND R1CHTS -OF -WAY, [3ACKFIL.; W Tl i 5 " MINUS CRUSHED ROCK TOP COURSE, , COMPACTED IN MAXIMUM C ".LIFTS, TO 50 % MODIFIED PROCTOR PER ASTM D-155r . 2, IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN 1\1,4XI.PMIUM 12" LIFTS TO 90 % PER ASTM D -1557, • :3. NATIVE. RACKFILL MATERIAL, AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 11" 1 +1�JT1-I!I"J 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE /b" CRUSHED ROCK BEDDING TO 90 % iviODIFED PROCTOR PER ASTM _ TRENCH 7fII`K'y ,d1d , REVISION k1: 08.03 .� •gyp✓ APPROVAL: B. SHELTON 2" ASPHALT CONCRETE (H.M.A., Cl. 1/2 ", PG 58 -22) 2" 5/8" CRUSHED ROCK 4" CRUSHED ROCK BASE COURSE PER WSDOT STD SPEC 9- 03.9(3). WELL - `DRAINED SUB -GRADE (SUB -GRADE TO MODIFIED 95 PROCTOR MIN. COMPACTION). TYPE CF STREET RIGHT -OF -WAY PAVEMENT WIDTH (FEET) (FEET) i U$LIC ARTERIAL PKiNCIPAL 10 -10U 48.84 MINOR Bo -o 04.84 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 80 28.58 ACCESS COMMERCIAL 80 36 RESIDENTIAL 50 28 ALLEY 20 15 CUL•DE -SAC ROADWAY 40 28 TURNAROUND U2WA) 81 (WA) PRIVATE ' COhIh;ERCIAL 40 28 RESIDENTIAL 20 20 r�KEYED NOTES 0/ N/A 2 4" COMPACTED AGGREGATE BASE .0 PAVEMENT. /-\ COMPRESSIBLE FILLER \=! (3/4" MAXIMUM). CUT BACK AND PROVIDE SEALANT, TYPICAL, AT ALL JOINTS WITH FILLER. 6" CURB TRANSITION MESH SCREEN 1 "X1", BAND SCREEN TO PIPE OVERFLOW CONTROL ROD FOR CLEANOUT /DRAIN, ROD BENT AS REQUIRED FOR VERTICAL ALIGNMENT Wt COVER CEMENT CONCRETE CURB TYR fi PER WSDD PLAN P -28 FINE MESH SCREEN YY')0 '. BAND SCREEN TO PIPE STANDARD GALVANIZED STEEL OR ALUMINUM LADDERJSTEPS. • CLEANOUT GATE: A. SHEAR GATE, IRON BODY BRONZE MID, OLYMPIC FOY. STD. OR, B. LIFT GATE, NO, C/C/I-LG, CASCADE CULVERT INC., OR C. OTHER DEVICE APPROVED BY ENGINEER, PLAN VIEW NOTES: NOT TO SCALE 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT7APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION ". 2. SEE DETAIL. RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. • 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. CONCRETE CURB SHALL BE ANCHORED PER WSDOT STD SPEC 8-D4.3(1)A 2" PVC @ 1t)' INTERVALS AT LANDSCAPE LOCATIONS INFILTRATION TRENCH SUMP STRUCTURE (COMMERCIAL) EXTRUDED CURB NOT TO SCAB 'NO T." T Q.'. SCALE`} • PAVING SECTION NOT TO SCALE City of T kwila No TO SCALE TYPICAL ROADWAY SECTION GREET: NOTES: . 1. PIPE SIZED & SLOPES, PER PLANS. 2. OUTLET CAPACITY NOT LESS THAN COMBINED INLETS. 13. METAL PARTS: A. CORROSION RESISTANT OR GALVANIZED OR ALLUMINUM TYPE 2. 8, IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT 1. 4, FRAME & LADDER OR STEPS OFFSET SO: REVISION #1: 08.03 APPROVAL; B. SHELTON REVIEWED FOR ODE. COMPLIANCE APPROVED .:. R 2 2 2013 A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB DOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE, C. FRAME IS CLEAR OF CURB. 5 STRUCTURE SHALL BE A TYPE 2 CATCH BASIN 4.5 DIAM. MIN. SIDEWALK WIDTHS MINOR . ARTERIAL' ' PRINICIPAL ARTERIAL" TUKWILA URBAN CENTER (SEE NOTE 1) SCOREJCINTSEVERY 6'--- I-- -s' -1 STANDARD SIGN AND POST. SEE OTL 4/00.1. 3' W @E EDGER MN/ SIDEWALK 5'•8' 2% 2" MIN. OR MORE AS DIRECTED. 4"Ax 35 "H CDNC, FILLED STEEL BOLLARD POLYETHYLENE COVER SLEEVE 3' -4" CLEAR TYPICAL CURB STOP \ MAX., 3' -O MIN. CLEAR NIK. is B'-0 a,8" FULL DEPTH EXPANSION JOINT -- •x•18' EXPANSION JOINTS EVERY I5 RiMMIlktutssozOttM CURi3 8 GUTTER (SEE RS•08A) -2% M. .A4w X. �r•r^:,!!R • -i, 4w.e tlW'M1NUS CRUSHED ROCK PLAN VIEW * DEPENDS ON DRIVEWAY PROFILE 2"- 818' CRUSHED ROCK (MAX. GRADE IS 15 %) 1" WIDE X 318' DEEP SCORE JOINT? • 10' 15" THICKENED EDGE ON RADIUS NOTES: ' 1. SIDEWALKS SHALL BE MINIMUM OF 8 FEET WIDE AT BUS STOPS' AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED, 2. PLACE CEMENT CONCRETE OVER 2" OF 5)5U MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWAIWSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. ' SECTION A•A 318' X 9.5' EXPANSION JOIN' ELEVATION • SEE TMC 0.48.040 NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC, 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAYBE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL BE CLASS 4000. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK, 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWAJ'IIVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA.. • 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT, NOT TO SCALE SHEET: City of Tukwila SIDEWALK RS-11 REVISION #1; 08.03 CAST REVISION: 04.08 APPRayA1 ": 130B GIBERSON, CITY ENGINEER J STANDARD ACCESSIBLE DIMENSIONING A U.S. DEPARTMENT OF TRANSPORTATION R7 -8 (RESERVED PARKING) AND SUPPLEMENTAL SIGNS AS NOTED ABOVE MUST BE MOUNTED ON A PERMANENT POST NO LOWER THAN FOUR FEET FROM THE PAVEMENT. THE POST MUST BE MOUNTED IN THE CENTER OF THE 8 FOOT WIDE ACCESSIBLE PARKING SPACE, NO MORE THAN 5 FEET FROM THE FRONT OF THE PARKING SPACE. SEE ILLUSTRATION ABOVE. EACH ACCESSIBLE PARKING SPACE IS TO BE A MINIMUM OF 8 FEET WIDE AND HAVE A 96" MINIMUM ACCESS AISLE FOR VANS OR 60" ACCESS AISLE FOR CARS ADJACENT TO THE SPACE. THE ACCESS AISLE MAY BE ON EITHER THE DRIVER'S SIDE OR THE PASSENGER'S SIDE OF THE ACCESSIBLE SPACE. THIS APPLIES TO 45, 60, AND 9O'PARKING. ACCESSIBLE PARKING SPACES ARE TO BE LOCATED AS CLOSE TO THE STORE ENTRANCE AS POSSIBLE AND SHALL BE IDENTIFIED WITH A SIGN. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL. WITH A SLOPE OF 1 1/2 %,(22% MAXIMUM)(EXAMPLE;, I M VE IN ET ) OR 1:50 IN ALL DIRECTIONS, THIS INCLUDES BOTH "RUNNING SLOPES" AND "CROSS SLOPES." EACH PARKING SPACE ACCESS AISLE MUST CONNECT TO A ACCESS AISLELN XT TO AN ACCESSIBLE A PARKING SPACE MUST HAVE A CURB RAMP AT THE WALGREENS STOREFRONT SIDEWALK OR BLEND TO A LEVEL WALKWAY LEADING TO THE WALGREENS ENTRANCE. ACCESSIBLE PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE STORE ENTRANCE. THE ACCESS AISLE SHALL BE DESIGNATED WITH HIGH QUALITY YELLOW DIAGONAL SURFACE PAINT STRIPING. RAMPS MUST NOl EXTEND OUT FROM THE CURB INTO THE ACCESS AISLE OF ANY ACCESS PARKING SPACE. ADA ALLOWS TWO PARKING SPACES TO SHARE AN ACCESS AISLE. 0.5' NATIVE BACKFILL OR TOPSOIL PROPOSED FINISH GRADE ELEV,= LAYER OF FILTER FABRIC OR SUITABLE ALTERNATIVE AROUND TRENCH INVERT ELEV. BOTTOM ELEV.= .+e,:L., r7 PERFORATED PIPE WITH PERFORATIONS IN A DOWNWARD DIRECTION - l{' NON FRACTURED DRAIN ROCK EQUIV; TO WSDOT SPEC. 9- 03.12(5) NOTE: ` PERFORATED PVC Ad& UNDERDRAIN PIPE MEETING WSDOT SPECIFICATIONS CHAPTER 9-05.2 (2) MAY BE USED WITH THE ADDITIONAL CONDITIONS: 1. THE PERFORATIONS SHALL BE CIRCULAR AND A MINIMUM OF Y2' DIAMETER. 2. THEY SHALL BE CLEANLY CUT AND BE SMOOTH AND UNIFORM WITH NO EXCESS CONCRETE LEFT FROM THE. HOLE PERFORATIONS PROCESS, 3. THERE SHALL BE A MINIMUM OF 7 SETS OF PERFORATIONS WITH 2 HOLES PER SET OF PERFORATIONS FOR EACH 3,5' OF PIPE LENGTH, 4. RUBBER GASKETS OR GROUTING OF THE JOINTS FOR PERFORATED PIPE RUNS WILL NOT BE REQUIRED. 5. INSPECTION OF THE PERFORATED CONCRETE PIPE SHALL BE MADE BY THE MUNICIPALITY BEFORE INSTALLATION OF THE PIPE IN THE GROUND. STORMWATER. INFILTRATION TRENCH SECTION ACCESSIBLE PARKING - SIZE AND MARKINGS NOT TO SCALE NOT TO SCALE COMMERCIAL DRIVEWAY REVISION #1: 08.03 LAST REVISION: 04.08 IcMICKJEN COURT SCALE 9 '44' i'• STORM DRAIN FLAN SHEET 3 OF4 NOTE CITY OF: TUKWILA HAS. ALL ),JURISDICTION OVER SiTE..' .ALL.REFERENCES. TO KING .COUNTY,SHALL B.E CHANGED TO CITY OFTUKWILA. GENERAL NOTES` (1) All construction shall be in accordance with the King Countybode (KCC), Road Standards (KCRS), • and the King County Council's conditions of preliminary subdivision approval. It shall be the,sole responsibility of the applicant and the professional civil engineer to correct any error, omission, or. variation from the above requirements found in these plans.:Ail corrections shall be.etno additional cost or liability to King County. . (2). The design elements within these plans• have been reviewed according to the King County • . Department of Development and En 1 ronmental Services (DOES) Engineering Review checkiist. , • Some elements may have been overlooked or missed by the ODES plan reviewer. Any'variance • from adopted standards is not allowed unless speciflcally approved by King County prior'to • construction. ;' •,(3) Approval of this road, grading, and drainage plan does not constitute an approval of any other . • • `.constructiari (e.g. domestic•water conveyance, sewer conveyance, gas, electrical, etc,) . • (4) Before any construction or development activity, a preconstruction meeting must be held between • the DDES's Development Inspection Unit, the Applicant, and the Applicant's Construction • Representative.' .. • • • • (5) A copy of these approved plans must be on the job site whenever construction is in progress, • .: • (6) Constructionnoise shall be limited as per King County Code (Sectia - 12.8'8); narrtially, this is 7 a.m, 'de 1° p.m. weekdays and 9 a.m. to „10 cern. on weekends. • • • • (7). it shall be the applfcent'slcontractor's responsibility to obtain all construction easements necessary .. • before initiating off -Site work within the road rights -of -way.' (8) • Franchised utltitles or other installations that are not shown on these .approved plans shall not he • constructed unless an approved set.of plans that meet all required nts of KCRS Chapter 8 are .• • • submitted to the DDES's Development Inspection,Unit three days prior to construction: .' . (9)' Datum shall be•KCAS unless otherwise approved by ODES. `. a s ste• tr ti I be:within a ri ht- f- (14 }Groundw ter y m cons uc ton'shal g o way or appropriate drainage easement, • but not underneath the roadway section. All groundwater systems must be constructed in accordance with Section B1 3,02 of the APWA Standard Specifications: (11)Ali utility trenches shall he backfilled and compacted to 95 percent density :,.• '.• (12)All roadway subgrade shell be backfilled and compacted to 95. percent density (WSDOT 2- 06,3); :,(13)Open cutting of existing roadways is 'nisi allowed unless specifically approved by DOES and noted, on these approved plans: Any open cut shall be restored in accordance with KCRS 8.03(8)3. (14)The Contractor shall be responsible for providing adequate safeguards, safety devices, protective, I.; equipment, flaggers ;'and any other needed actions to protect the life, health, and safety of the : •: public, and to protect property In connection with the performance of work covered by the contractor. Any work within the traveled right -of -way that may interrupt normal traffic flow shall require at least • • one fiagger for each lane of traffic affected: • All sections of the W•DOT Standard Specifications '. 1 -07,23 - Traffic Control, shall apply, • • ' .DRAINAGE NOTES '•; (1) Proof of lJabuity insurance shall be submitted to DOES prior to the preconstruction meeting (KCC '(2)'.Alr pipe and appurtenances shall be laid on a properly prepared foundation fn accordance with • WSDOT7- 02.3(1). This shall' include leveling and compacting the trench bottom, the top of the foundation material, and any required pipe.bedding, to a.uniform grade so that the entire i is g pipe • supported by a uniformly dense•unylelding base. (3) Steel pipe. shall be•galvanized and have asphalt treatment #1, or better: Inside: and outside (KCRS • 7.03)... : • (4) Ail drainage structures, such as catch basinsand inanhcles,'not located within a traveled roadway Or sidewalk, shall have solid locking lids,. All drainage structures associated with a permanent... retention /detention facility shall have solid locking lids (KCRS 7.05), (5) •Ali catch basin grates shall conform to KCRS drawing numbers 2 -013, 2 -018; 2 -019, or 2.020, which includes the .stamping "OUTFALL TO STREAM, DUMP NO POLLUTANTS" and "Property of King County„ (KCRS 7,05). '. (6) All driveway culverts located within King County right -of -way shall be of sufficient length to provide . a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end•sections to match the side slope.(KCRS,7.03(L),,Drawing No.2 -001). (7) • Rock for erosion protection of roadway ditches, where required, must be of sound quarry rock, . . placed, to a depth of 1 foot; and must meet the following specifications: 4 "- 8" rock/40 %-70 %a . •passing; 2". 4" rock/30%-40% passing; and -2" rockl10 % -20% passing. Installation shall be in • accordance with KCRS 7.02(B) drawing number 2 -024. (8) • Drainage outlets (stub -outs) •shall be provided for each individual lot, except forthose lots approved for• infiltration by King County. Stub -outs shall. conform to the following :' a) . Each outlet shall be suitably located at the lowest elevation on,the lot, so as to service all future roof downspouts and footing drains, driveways, yard drains, and any other surface or •. . . subsurface drains necessary to:render the lots suitable for theft intended use. Each outlet shall • have free- Flowing, positive drainage to an approved stormwater conveyance system or to an • approved outfall location. • b) Outlets on each lot shall be located with a five-foot -high, 2" x 4" stake marked "storrit" or "drain ", The stub -out shall extend above surface level, be visible; and, be secured to the stake, . c) .Pipe material shall conform to underdraln specifications described in KCRS 7.04 and, If • non- metallic; the pipe shall. contain wire or other acceptable detection... d) Drainage easements are required for .drainage systems designed td convey cows through individual lots, e) The applicant/contractor is responsible for coordinating the locations of all stub -out conveyance • lines with respect to the utilities (e.g. power, gas, telephone, television). • • • • • 'Y) All individual stub -outs shall be privately owned and maintained by the lot home owner.' STRT • UC ORAL NOTES ' • • (1) These plans are approved for standard road and drainage improvements only. Plans for . structures such as bridges, vaults, and retaining walls require ,a separate review and approval by DOES rlor to construction 4 p {KCC 16,04, 16,70, 1 .20). :° .' (2) Rockeries are considered to be a Method of bank stabilization and erosion contra,, Rockeries shall riot be constructed to serve as retaining walls. All rockeries shall be constructed in accordance with KCRS drawing numbers 5 -004, 5 -005, 5 -006, and 5 -007.. • • • TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES • (1) Approval of this temporary erosion and sedimentation control (TESC) plan does not constitute • • • an approval of permanent road or drainage design (e:g, size and location of roads, pipes, • restrictors, channels; retention facilities, utilities, etc,), • • (2) The im iem et i O p e at on of these TESC plans and the construction, maintenance, replacement, and upgrading of these TESC facilities, is the responsibility of the a ppiicant/TESC.superviscr untie all .construction is approved..• , 3 The boundaries of the () clear €itg limits shown on this plan shall,be clearly flagged by a • continuous length of survey tape (or fencing, if required) prior to construction. During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing iii i is shall.be maintained, by the applicant /TESC supervisor for the duration of construction,, . (4) The TESC facilities shown on this plan must.be constructed prior to Or in conjunction with all • - clearing. and grading so as to ensure that the transport of sediment to.surfece waters, drainage systems, and adjacent properties is minimized... • •..(5) The TESC facilities shown on this .plan are the minimum requirements for•anticipated site Conditions.. During the 'construction period, these TESC facilities shall be upgraded es needed for unexpected storm events and modified to.account for changing site conditions (e.g. • additional sump pumps, relocation of ditches and sue fences; etc.). sa (6) The TESC facilities shall be inspected dairy by the applicant /TESC supervisor and maintained • to ensure continued proper functioning: Written records shall be kept of weekly reviews of the .TESC facilities during the wet season (Oct. 1 to March 31) and of monthly reviews during the dry season (April 1 to Sept. 30). • • (7) Any areas'of exposed soils, including roadway.embankments, that will not be disturbed far two . • days during the wet season or seven•deys during the dry season shall' be immediately . . ' 'stabilized with the approved TESC.methods (e.g., seeding, mulching, plastic covering „etc;), ' .:.(8) Any area needing TESC measures,.not requiring immediate attention, shalt be addressed • within fifteen (15)days.:' 9 ( ESC f iii () The T ao ties on inactive sites shall be Inspected and maintained a mmtmum of once a 11 nth or within, 48 hours following a storm event. • (10)f,; ; io time shall more than one (1) feat of'sediment.be allowed to accumulate within a catch • ,basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush•sediment -laden water into the downstream system; •- (11)Stabilized construction entrances and roads shall be installed at the beginning of eonstructlon • and maintained for the duration of the project; Additional measures, such as wash pads, may :, • be required to ensure that all paved areas are kept clean for the duration of the project,. (12)Any permenent'retentionldetentlort facility used as a temporary settling basin shall be modified With the necessary erosion control measures and shall provide adequate storage-capacity, '•if • • the permanent facility is to function ultimately as an infiltration system, the terriporary facility" ' must be graded so that the bottom'and sides are•at least one foot abovethe final grade of the . permanent facility., (13)Where straw mulch for temporary erosion control is required, 11 shall be applied al a. minimum :. ' thickness of two inches, STANDARD .GRADING. NOTES 1. _This permit atitharizes the clearing, grading and excavation only •' within specific areas identifled on the approved plans. The . following approved construction sequence must be followed:. .' e. Provide .48 Hour Notice prior to the start of any activity on the • site: b, inspection of the erosion control measur e s as shown on the approved plans prior to grading or clearing. • Please use the •:. • • City Inspection Line (206- 870 -6531) to request this Inspection.... 2.•• All activity shall be completed • in a matter so as to not disturb • the right -of -way unless a right -of -way permit authorizing. work within the City right -of -way is approved. 3,• elf exiting rttanmade or naturellhlstoric'storrn water.collection' • system within the project site that are within the construction area are Considered to be at risk for transport of sediment laden : runoff and shall be protected using acceptable engineered < . filtration or settlement methods. :. • 4. Stockpiles of topsail shall be stabilized in accordance•with • 'Appendix D of the King County Surface Water Design Manual. ' S. 'Should on -site water pending occur during construction, no ',pumping of water.shall be permitted into the city's storm system or historic drainage channels without contacting the Planning, Building and Public Works Department. , 6,.. Any area needing TESC' measures that do not require' .• immediate attention shalt be addressed within (7) days. 7•. TESC Measures will be applied in conformance with Appendix O of the King County Surface Water Design Manual. 8. Prlo'r to the beginning of the wet season (Oct 1), all disturbed • areas shall be reviewed to Identify which ones can• be stabilized in preparation for the winter rains. Disturbed areas shall be .stabilized within one week of the beginning of the wet season. • A sketch map of those areas tobe seeded and those areas to a. remain uncovered shalt be submitted to Planning,,BUuding and Public .Work s, Department.: • 9. Any material exported from the site shall be dumped at an ,approved site and must be inspected by the City prior to any 'excavation work on the site. Please use the City Inspection Line . • (206.870 -6531) to request this Inspection, . • .. •. 10. A copy of the approved gradin 9Pernit, Grading plan. and the TESC plan will be kept at the site at all times. 11. Hours•of operation will be from 8:00 AM to 5:00 pm per,DMMC •• 14.60.150(11).. '` .. - : • ,.If 'there are any questions regarding the comments above contact • Jason Sullivan by phone at (206) 870 -6551 or email me at. • jsullivanCaidesmoineswa,gav .. : • CKEN CO 'PR TIC N; OF.THE NV �/ SECTION2 TOWNS H IP 231. TH .RANGE EAST" r 1 , KING COUNTY, :'WASHINGTON . • ILA, ADAPTER SKIRT TRIM TO WITHIN 3 " -5" OFGRAT RETRIEVAL'. STRAP GEOTEX LE .FABRIC (MIRAFI 700X OR APPROVED EQUAL) , . OVERFLOW O BYPASS ASS' • PEAK FLOWS) , . SEDIMENT ACCUMULATOR SCHEMATIC DETAIL PROVIDE C6 INSERT "STREANGUARD FOR SEDIMENT' OR APPROVED EQUAL . MANUFACTURER'S NAME: FOSS ENVIRONMENTAL • ADDRESS: . ` 200 SW MICHIGAN STREET SEATTLE, WA 98106 . TELEPHONE: FOR INFORMATION: (800),909 -3677. NOTES :.. 1. ' INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OP A NEW CATCH BASIN. • 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMSES HALF FULL. 3 SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING AND RE- INSERTING IT INTO THE CATCH ;BASIN,'. INLET PROTECTION , NOT TO SCALE IP ..., ``.JOINTS IN. FILTER FABRIC SHALL BE SPLICED AT POSTS. • USE STAPLES, WIRE RINGS, OR. • EQUIVALENT TO ATTACH FABRIC TO POSTS. �ww 2 "x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD',• STRENGTH FABRIC USED FILTER FAE3RIC- IA -1 -tl •li Il Il mu ..re�tt°*'r1 n �il ~-11 111-•- 11 ut"' • -1 I -,11- nA.11 11 mu - - 1 . F. 6 MAX,'. • MINIMUM 4 °x4 " TRENCH 1 POST• SPACING MAY BE INCREASED TO 8' IF WIRE BACKING .IS,.USED NOTE: FILTER FABRIC FENCES SHALL BE . INSTALLED, ALONG CONTOUR WHENEVER POSSIBLE SECTION SILTATION FENCE DETAIL NOT TO SCALE CIO ,/ BACKFI LL TRENCH E CH WITH NATIVE SOIL .OR 3/4 " -1 ;5 ". WASHED GRAVEL • . • • ` . 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT. SILT FENCES NOTES: • 1. THE GEOTEXTILE USED MUST MEET THE STANDARDS LISTED BELOW. A . COPY OFTHE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE. AVAILABLE ON SITE. • .. 2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE, . • 3. . WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H :1V. . : • . . • 4. IF A TYPICAL SILT FENCE (PE. PER FIGURE D.3.3.A) IS USED, THE STANDARD 4 X 4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES ' • ': OF THE SILT FENCE IS WELL BURIED AND SECURED IN A TRENCH TH STABILIZES THE FENCE AND DOES ALLOW • OESNOT WW WATER TO BYPASS UNDERM]NE THE S1LT•FENCE: .. . MAINTENANCE STANDARDS 1 ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY.. • . 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, TH MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR P 3. IT IS IMPORTANT TO CHECK THE.UPHILL SIDE OF THE FENCE FOR OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AN • THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FE E. CF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SED City 4.., '• SEDIMENT MUST BE REMOVED • WHEN THE SEDIMENT IS 6 INCHES 5 IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE' 1'O ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED: . a. l 1- 11 ADS (ASTM 04761) 3-0.10o sieve size 10.60 -0,15 ,mm) for slit Iiiitn • 60 -103 sieve size (0.30-3i16-mm) for other fabrics Water Permittivity (ASTM D44V1) :. , 0,02 sec-1 minimum' Grab Tensile Strength (ASTM D4632) 180 lbs. min. for extra r st ength fabric: 100.Ibs. min. for standard strength fabrie.... Grab. Tensile Elongation (ASTM 154632.) • 30% max,. Ultraviolet Resistance (ASTM D4365) 70% min,. V .. '.El „ Concrete. and Asphalt Application at Temporary Sites • � J ter This nctiviaa. applies to you if you apply nsphalt•and/orpouv' concrete for building construction,• road construittion, s•idevwaik, curb and gutter repairs and construction, sealing of driveways and • roofs, and other applications.' These activities are typically done on a. temporary site -to -site basis • when permanent.BMP measures do not apply, Asphalt application can contribute high , • concentrations of toxic hydrocarbons, other toxic. organic compounds, oils and greases; and • . suetals tin stoiinwater runoff: Concrete pouring can contribute suspended solids and metals tea • •. sternrwater runoff and cause. detrimental pH changes in receiving waters. . • . • Jat,uaty2005 • MINIMUM REQUIREMENTS The folio:ming 13111Ps, or equivalent measures, methods, or practices ., are 'required if you itr'e. engaged in concrete pauring'snd asphalt • : application at temporary sites: • • ..Use drip pans, around cloths; and petltaps'even heavy cardboard or plywood wherever concrete, nsphalt;.and asphalt emulsioin chunks and • drips are. likely to fall unintentionally, Such as beneath extraction points from mixing equipment, • Provide storm drain comers, inlet protection or siinnilarly effective . containment devices over all nearby drains at the beginning of tlie. .' workday, All accumulations of runoff, aggregate chunks. and other solids trust be Collected for proper disposal at the end of the workday (or more frequently) prior to removing the containment device(s]. Drain, covers and other containment devices are commercially available to • • keep runoff out of the steno. drailnage system. •• .Contain and collect Elie slurry ft'oul exposed ag,g. negate washing, wliei•e the top layer oftuthardened concrete is hosed or scraped off to leave teen exposed.aggregate or rough finish. Never Wash concrete slurry to a storm drain ditch roadway shoulder or gutter, Use a storm drain cover, r t .. e • inlet protection or other .contaiiunent device, such as a hand -dug sump • where slurry : O13_ he directed to and contained., (,See item 4 below)..All collected ntuoff nnttat be pinball} disposed of .. King County Starnnv3ti:r Pollution F'revenfiar' Mom. c1. Concrete and Asphalt Application at remporey sites (continued) • Concrete and concrete pumping vehicles' shall not under any • circumstances.disclt uge any caitcrete,'Slurry, or rinse water into street gutters, Storm drains; or drautagc ditches. • . Designate a wash-out area onsite where the claiming of application and ing equipment will be conducted, and where -the rinse water. is controlled. It is also acceptable to dispose of rinse water and slurry in a Bole in the grouncllarge enough to contain the slurry and rinse material. Coiimiercial products and Services are also available for concrete; slutxy, . and rinse water disposal. . • Rotitine.lvfailiteltance: Sweep the pouring area al the end of each day or more ft•egtientl Y if needed. Collect loose aggegate chunks and dust.•Do not hose down the area to .a storm drain: Additional SMPs The folloivitig SNIPS are optional, unless the above tniulnium required Bi1TPs de not provide adequate source controls . If possible, poitable asphalt mixing 'equi inent should le covere covered by an • awning or other simple structure while raining to avoid contact with .rainfall. A catch basin insert configured for sediment removal may remove some • of the pollutants ui runoff frolit this activity. This is especially useful if the activity tnttwt ]proceed on rainy days. Catch basin insert•require . frequent maintenance to be effective, so consider this when evaluating your options. Concrete work of all types tends to cause elevatedpH in • runoff; and it lutist be monitored and neutralized before off site . discharge of the rtlnorToccults. • :' See DMl' Into.Sheet 10 in Chapter 4 for more information. For more itrfovi nation or assistatice in implementing, thee. best mnuagemenu practices, contact the Bing Clountii Department of Natural Resources and Parke; Slonnwaler Services Section at 206.296 -1900. Reader 'Note: The above re4ttireiiienrs are rise ininirntirnreti tired Bias: If these BMFs fail to prevent discharges to the storm drahutge sy•tear, you rill be asked to lake additional uteasttres to coirect the continued pollution discharges. .King County Stormwater Pollution Prevention tttenuai , January 2005 • • REVIEWED WED • FOR CODE'ICOMPLIANDE APPROVED Y MAR 2 :. • ND. J4R 2..2013 GNS • • .. ENT. • ..of:. . Tukwila It�UiLDINO DIVISION = 25' � •� `.'r��• +'.�'.r'_ +arm. N I #R �► INSTALL DRIVEWAY CULVERT EF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS.' QUARRY SPALLS GEOTEXTILE 12" MIN-THICKNESS • PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA. AS PER KING COUNTY ROAD STANDARDS, . DRIVEWAYS SHALL BE. PAVED.. TO THE EDGE OF. R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD N COSTRUCTION ENTRANCE l 3. CE CE CONSTRUCTION .ENTRANCE NOTES: . 1, THE TEMPORARY CONSTRUCTION ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS, AND OTHER. OBJECTIONABLE MATERIAL,:•ANY DRAINAGE • FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING. TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURING SPECIFICATIONS. 2.. GRAVEL SHALL BE CRUSHED BALLAST ROCK, 8" TO 12" DEPTH AND INSTALLED TO • THE SPECIFIED DIMENSIONS' AT THE ENTRANCE.......... . , THE GRAVEL BALLAST ROCK SHALL BE,'" TO 6" :IN DIAMETER_ANO PLACED ACROSS THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF ENTRANCE SHALL BE A MINIMUM OF 50,.FEET, :s • IF CONDITIONS ON THE SITE ARE SUCH THAT M05T OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT THEN WITH THE GRAVEL , THE M; . Y CO NTA TIRES MUST BE WASHED BEFORE VEHICLES ENTER ONTO A PUBLIC ROAD, W/,SH • WATER MUST BE, CARRIED AWAY FROM ENTRANCE TO A SETTLING AREA TO,'.:' REMOVE SEDIMENT, A WASH RACK MAY ALSO BE-USED TO MAKE. WASHING MORE . CONVENIENT AND EFFECTIVE. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT • • TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY, THIS MAY QUIRE' PERIODIC TOP. DRESSING.WITH 2" STONE, AS CONDITIONS DEMAND, AN 'AIR AND /OR CLEAN OUT ANY STRUCTURES USED;TO TRAP SEDIMENT. ALL M SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADW OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY..: • PROV DATi ° PLAN, 4 PPR O VA L • EXPIRES ONE ((I) . YEA R FP OM DA TF O F A PP f O VA 3` DITCH ." k. 4 1- L'r : SIDEWALK 2.0% //'\\\/. \\\/\\*\1\\\/:■,\\\\\\\ TYPE 30 CATCH 'BASIN IN GRASS LINED DITCH PER PEAR d.: !SECTION DETAIL NOT TO SCALE • . . . !. iYPIrA1 .4" cnNCR.OTF SIDEWALK 1 -an tiAR HOOP 2 - 4t3 BAR HOOPS 2a° 6" RISER SECTION 50. 2tr .12" RISER SECTION 4° AUN 30' MIN. 4" MIN. 22' 02 OAR EACH CORNER 43 BAR EACH SIDE ga tesR EACI -AVAY PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE 8ASE) ' MIN. NOTES: 1. MAXIMUM DEPTH.FROM FINISHED GRADE TO PIPE INVERT SHALL ,SE.51.0 . . 2. CATCH BASINS Y NS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM,'C 4713 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHAWN ON NS OR NOTED'IN THE STANDARD SPECIFICATIONS. . . 3, REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA 00,12 SQUARE INCHES PER FOOT MAY BE USED,' WELDED WIRE FABRIC SHALL 'COMPLY TO ASTM A 497 ( AASHTO M 221). 'DO NOT PLACE WIRE FABRIC IN THE . KNOCKOUTS. • 4. THE:sQTTOM OP THE PRECAST BASE SECTION MAY i3E ROUNDED. 'PRECAST • BASES SHALL :BE'FURNISHEID WITH CUTOUTS' OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS 0E2" MINI MUM. 5, KNOCKOUTS MAY: t3E ON ALL I SIDES '. WITH 'MAXIMUM DIAMETER OF 20 ". . • KNOCKOUTS MAY BE EITHER ROUND OR 'D' :.SHARE, .RIPE TO BE INSTALLED IN FACTORY :SU.PPL'IED KNOCKOUTS. ; :•' 6.KOC KNOCKOUT OF CUTOU"I' S CkE SIZE zE BHALL BE EQUALTO PIPE'OUT'ER DIAMETER PLUS CATCH BAS1 WALL THICKNESS. 7. THE TAPE E ON THE .sIDES OF THE PRECAST BASE SECTION AND RISER . SECTION SHALL NOT EXCEED 1/2" PER FOOT, a, CATCid.l3ASIN FRAME' AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -821D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT, 9. FRAME ANP GRATE MAY BE INSTALLED WITH FLANGE DOVNV OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS -06 FOR CATCH BASIN MARKINGS. City of Tukwila CATCH BASI111 TYPE 1 DS-01 SHEET: NOT TO SCALE REVISION A`I: 08,03 Ap /mov.t°: B. SHELTON TYPE 1 CATCH BASIN NOT TO SCALE 1 20 City.if;Tukwiila'.:;: CET:: 201 • :V01-4012 SCALE 1' =20' Michael N. Antanoff, P.E. 3316 Deer Island Drive Lake Tap psi Wa 98391 253-862-6763 PICKEN COU TORM DRAIN PLAID EE T 4-0E 0 Z Simpson LSTHD8 Simpson STHD14 0 c N ILL O • c O j LL .a a• s w.0 L w W L Q 0 N V 2� w 0) co J a CO 777 1 2 3 V 2 11/16 "x16" PSL (ty V 2 11/16"x16" PSL V y V " V V r V • C > I1 � II y III 1 I co 11 6x6 post 1 I 11 6x12 Header Al Trusses per pla J Trusses per pan J L Trusses per pla / -II l' 7 6x8 post 7" x 16" PSL 6x6 pas —7 "x16" PSL 6x8 poste / r 1 1 / 5 1/8x9 GLB 24F -V4 I 4x12 i D 44 4x12 4x12 4 Detail 4 (typ. 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L k7 i _V _ S N 'O 7,1,6'..11 z �O am y y r O \ m ::5 7. ap N a c� ^o ▪ Eo`EC O J E a'% E m • 8 9 t p N L= N N 2 Ody aNAS � oacn9 xD�m mm o A NgOm l me - ��r▪ cfiaE .•cxc. = 02E o ro m o a @aE c E 'V N m U L o 0 5:�I cm c raa' g 2c'Sacw E °m vm o m .v mcP 2tpaz oL m a C C '0' f. m m ----<.,-..a Emr5mv --N .0 O N, °,141 a a L U a IT •c m n 8 C'S m w ° E FOUNDATION CO J U_ 0_ 1— REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION d a) a O z O N a) W a) 0 z 0 0 i Cl) 0) a) m cC 0 z 0 H ❑ w am 0 0 N w ❑ 0 0 0 z 0 J_ 5 Cc a Z O z Z cc zU o w� F ❑ 0J cc 0 z co 00 J CC co L Z U OQ ❑ CC I- 0 zZ OZ ¢w JO CC CC Z= O 0 DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. z 0 w a 0 Z cc 0 H Z W a a w ❑ Z 0 J 0 ❑ w 5 w cc w U) Z O U• O ((1) zg c7 0= 0• U z_1 N 0 Z a m ca W g 5 O w CC cc O EE LU w LL 0 0 0 1- U a Q U CD E W m LL aw 04: N0 0w J N O- U LL CO CC ca z0 �w m z= 0Z o� ❑ w W w CO N z LI. O u_ cw W 0 m c.) MI- 0• m -- ) ▪ J ¢ aw =� Q -Z F c1) (O g < U O CC g 000 Qw co co w~2 ❑< 0 w c z Z u_ 0} LL10 ¢kw Jape h ❑U W J pCOZ U w i_ J❑W oW �Q Z< W 00 mzW m~ 0 CC 0 W W_1 - J wWz >- "v cca❑ p(Ah ) co 0 6W p< Coz n ▪ ° Wmz OJ0 02 ❑¢O li - w cc --I (°op°QaQ W�� WU) Wu)J d � X LLI 0 J� 1—m w¢ — - z = J �❑LL a� CO Qa a ZOui C7 O S 0Z• 1-w LLp ZZF- ('3 Uaw= t co I-- CC z 4m�w mOw 0 w 0 0 61. ZJw Z¢z u_ 02010_ OOcL. CCC0▪ 00 TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x AND GREATER): HF #2 / STUD JOISTS / STUDS (2xJ: 24F -V4 (24F -V8 AT CANTILEVERS) GLUE LAMINATED BEAMS (GLB) w m J J Z Q CC w w0 U) CC I- 0 0 z UQ J• O W Z E~ o U z Om 0 0 o LL Z 0Z a =w - � (n ❑ U w W ❑ I D) co cc W w co w ❑. J gym I- 1- LL w0m _i w - LL v=) p Z F CC gF-'W I' w cX1 _1 00 ❑ H m ao a O Z co o ¢- Y JU O zm Z U ¢C`I 1< U) (A 2 O1— co ink m0 co = M� O o OW 0¢ UU N 0 r (p Q 2-0 z z z m Q W 00 W CC Q cc MC a 0 cc O 0 LL Oi_ w0 WZ 0 00 0 W m o w z "' z z J Q =r_- z U ~ ❑z • Q mzJ �F¢ QW= Zm � 000 Z W W 0 0 ❑ mw O_• ¢m L ZLU CC ❑ ❑ CL Lki >pwC4 ▪ Q Wet oz 0m Oz cc I— cc z O'C0o WCL❑W �w J• CC N1— ¢ L • (n �▪ 0w~ -J 0- V J W 2 co • 22 W cc 0 Z 0 V) W 0 0 Z 0 om ❑ CC 0 O co a. a. zw U f!)z NOO O r u) r II IH H (45 tnU)c)(n000 .0 spi SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS "(8) 5/8 "0x10" AB's @ 60 " o/c 5/8 "0x10 AB's @ 48 " o/c ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE "(6) A35@ OR24 "o /c I H1 @ 24 " o/c O co @J M Q V O PLA S "(5 12" <00' V V W SHEATHING EDGE NAILS "(5) ALL EDGES BLOCKED (do not penetrate past flush) 8d @ 6" o/c (12" o/c field) 8d @ 4" 0/0 (12" o/c field) I SHEATHING - APPLY TO 2x HF STUDS @ 16 "o /c U.N.O. BELOW 19) a a Zo io N N Y ,- N Q N_ FOUNDATION CO J U_ 0_ 1— REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION d a) a O z O N a) W a) 0 z 0 0 i Cl) 0) a) m cC 0 z 0 H ❑ w am 0 0 N w ❑ 0 0 0 z 0 J_ 5 Cc a Z O z Z cc zU o w� F ❑ 0J cc 0 z co 00 J CC co L Z U OQ ❑ CC I- 0 zZ OZ ¢w JO CC CC Z= O 0 DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. z 0 w a 0 Z cc 0 H Z W a a w ❑ Z 0 J 0 ❑ w 5 w cc w U) Z O U• O ((1) zg c7 0= 0• U z_1 N 0 Z a m ca W g 5 O w CC cc O EE LU w LL 0 0 0 1- U a Q U CD E W m LL aw 04: N0 0w J N O- U LL CO CC ca z0 �w m z= 0Z o� ❑ w W w CO N z LI. O u_ cw W 0 m c.) MI- 0• m -- ) ▪ J ¢ aw =� Q -Z F c1) (O g < U O CC g 000 Qw co co w~2 ❑< 0 w c z Z u_ 0} LL10 ¢kw Jape h ❑U W J pCOZ U w i_ J❑W oW �Q Z< W 00 mzW m~ 0 CC 0 W W_1 - J wWz >- "v cca❑ p(Ah ) co 0 6W p< Coz n ▪ ° Wmz OJ0 02 ❑¢O li - w cc --I (°op°QaQ W�� WU) Wu)J d � X LLI 0 J� 1—m w¢ — - z = J �❑LL a� CO Qa a ZOui C7 O S 0Z• 1-w LLp ZZF- ('3 Uaw= t co I-- CC z 4m�w mOw 0 w 0 0 61. ZJw Z¢z u_ 02010_ OOcL. CCC0▪ 00 TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x AND GREATER): HF #2 / STUD JOISTS / STUDS (2xJ: 24F -V4 (24F -V8 AT CANTILEVERS) GLUE LAMINATED BEAMS (GLB) w m J J Z Q CC w w0 U) CC I- 0 0 z UQ J• O W Z E~ o U z Om 0 0 o LL Z 0Z a =w - � (n ❑ U w W ❑ I D) co cc W w co w ❑. J gym I- 1- LL w0m _i w - LL v=) p Z F CC gF-'W I' w cX1 _1 00 ❑ H m ao a O Z co o ¢- Y JU O zm Z U ¢C`I 1< U) (A 2 O1— co ink m0 co = M� O o OW 0¢ UU N 0 r (p Q 2-0 z z z m Q W 00 W CC Q cc MC a 0 cc O 0 LL Oi_ w0 WZ 0 00 0 W m o w z "' z z J Q =r_- z U ~ ❑z • Q mzJ �F¢ QW= Zm � 000 Z W W 0 0 ❑ mw O_• ¢m L ZLU CC ❑ ❑ CL Lki >pwC4 ▪ Q Wet oz 0m Oz cc I— cc z O'C0o WCL❑W �w J• CC N1— ¢ L • (n �▪ 0w~ -J 0- V J W 2 co • 22 W cc 0 Z 0 V) W 0 0 Z 0 om ❑ CC 0 O co a. a. zw U f!)z NOO O r u) r II IH H (45 tnU)c)(n000 .0 spi (81) Berberis nervosa Low Oregon Grape 6" concrete curb (typ.) 4' -0" planting strip w/ street trees (6) Corpus nuttallii Pacific Dogwood (6) Acer ginala 'Flame' Flame Amur Maple 20' -0" wide Type Landscape Perimeter (25) Nandina domestica 'Moyer's Moyer's Red Heavenly Bam (2) Amelanchier x. grandiflorum 'Autumn Brilliance' Autumn Brilliance Serviceberry (16) Magnolia grandiflora 'Little Gem' Little Gem Magnolia ADJACENT ZONING NCC 5' -0" wide Type II Landscape Perimeter (with 75% evergreen plantings) ADJACENT ZONING RCC (67) Rhododendron 'Yaku Princess' Yaku Princess Rhododendron (12) Cornus sericea 'Isantif Isantii Red -Osier (15) Philadelphus lewisii 'Blizzard Blizzard Mock Orange (104) Festuca idahoensis Idaho Fescue 164th STREET I- D 0 0) (53) Cistus purpureus Orchid Rockrose (4500) Fragaria chiloensis Beach Strawberry (83) Polystichum munitum Western Sword Fern hose bib for community garden (see architectural plans for exact location) Grabage Enclosure J 8' -0" monument sign (landscape kept low to maintain visibility) (5) Stewartia monadelpha Tall Stewartia 10' -0" wide Type .II Landscape Perimeter (with 75% evergreen plantings) .:141:4:641 •- , �� ��� ��` ���` 111.■11111� te. it.::fr'4; 1/11 wow. 1111 111 tt: 4 74 - v‘,Aw 4, ADJACENT ZONING LDR (2) Cercidiphyllum japonicum Katsura landscape area left open for daycare — parking access LANDSCAPE NOTES: Plant selectioi requirements: 1. Plants shall meet the current American Standard for Nursery Stock and shall be healthy, vigorous and well-formed, with well -doped, fibrous root systems; free from dead branches or roots. Plants shall be free from damage caused by temperature extremes, lack of or excess moisture, insects, disease, and mechanical injury. Plants in leaf shall be well foliated and of good color. Plants shall be habituated to outdoor environmental conditions (hardened -off). 2. All landscaped areas shall be planted with a plant density to achieve 90% cover within 3 years. 3. Irrigation: All landscape areas shall be served by an automatic irrigation system. Water conservation features such as moisture sensors with automatic rain shut -off devices, automatic timers, pressure regulating devices, backflow prevention devices, separate irrigation zones for grass and planting beds, and sprinkler heads matched to site and plant conditions shall be installed. Irrigation water shall be applied with goals of avoiding runoff and overspray onto adjacent property, no- irrigated areas and impervious surfaces. An irrigation plan shall be included as part of a future building permit 4. Installation of the landscaping and screening shall be completed and a Landscaping Declaration submitted by the owner or owner's agent prior to issuance of the certificate of occupancy. If necessary due to weather conditions or construction scheduling the installation may be postponed to the next planting season if approved by the Community Development Director and stated on the building permit. A performance assurance device equal to 150% of the cost of the labor and materials must be provided to the City before the deferral is approved. The property owner shall keep all planting areas free of weeds and trash and replace any unhealthy or dead plant materials for the life of the project in conformance with the intent of the approved landscape plan and TMC 8.28.180. 5. Trunk shall be located in the center of the root ball. Planting : 1. Site preparation and planting of vegetation shall be in accordance with best management practices for ensuring the vegetation's long -term health and survival and shall include incorporation and tilling in of organic material to a depth of 18 inches and mulching. 2. Root balls of potted and balled and burlapped (B&B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At least the top half of burlap and any wire straps are to be removed from B&B plants prior to planting. The plant should be completely vertical. The top of the root flare, where the roots and the trunk begins, should be about one inch from the surrounding soil. 3. The root ball of any balled and burlapped 2" caliper tree needs to be at least 24" in diameter and 14" deep. Inspections: 1. After approval by the City's Board of Architectural Review, no changes are allowed without prior approval of the Planning Department, these induce no chaross to the landscaping (both design and plant species. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 2. A soils inspection is required after amending the soil, but before any plants. Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly. 3. Final inspection requires a signed Landscape Declaration CONTRACTOR NOTES: 1. Plant quanties listed on this sheet are total quantities for etch species. See Sheet L -2 for full pent schedule. 2. Contractor to install Design /Build Irrigation system per spedfacations. See Sheet L -3. Coordinate all work with Owner. 3. Incorporate 12" of 3-Way topsoil from Pacific Topsoils (or approved equal) tilled to a depth of 18" into planting area and mounded to account for settling. Pectic Topsoils: 1- 800.884-SOIL (7645) 4. Irretall 2" top course of Pacific Garden Mulch from Pacific Topsoils (or approved equal) to all planting areas. Pacific Topsoils: 1- 800. 884 -SOIL (7645) 5. All new landscape areas, induding right of way plantings, to be irrigated with a contractor design/build automatic irrigation system. See sheet L-3 for deisgn build specifications. )U38I isrorrAre RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER AVRWATifififfardOrdr 0 5 10 SCALE: 1 " = 10' -0" 20 NORTH McMicken Court South 1 Tukwilla, WA p . o . b o x 9 7 2 edmonds • washington • 98020 phone /fax • (206)545 -0342 w w w •studio 3 4 a• c o m REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION CERTE:MATE MX 931 project number: 20121 drawn: CSW checked: date issue / revision 5-7-12 7 -25-12 Permit &20-12 8-10-12 1028 -12 1 -21 -13 PIan L -1 © Studio 342 Landscape Architecture, LLC 0 0 T SCHEDULE: Trees Quantity Botanical Name Common Name Size Notes Alternative 6 Acer ginala'Flame' Flame Amur Maple 2" cal. min. 24" dia. X 14" Acer griseum b &b rootball 2 Amelanchier x grandiflorum 'Autumn Brilliance' Autumn Brilliance Service Berry 2" cal. min. 24" dia. X 14" Malus'Adirondack' b &b rootball 6 Corpus nuttallii Pacific Dogwood 2" cal. min. 24" dia. X 14" Cor:nus'Eddie's White Wonder' b &b rootball 2 Cercidiphyllum japonicum Katsura Tree 2" cal. min. 24" dia. X 14" Acer rubrum (non columnar) b &b rootball 16 Magnolia grancliflora 'Little Gem' Little Gem magnolia 2" cal. min. 24" dia. X 14" Arbutus 'Marina' Shrubs h &b rootball 5 Stewartia monadelpha Tall Stewartia 2" cal. min. 24" dia. X 14" Styrax obassia b &b rootball Quantity Botanical Name Common Name Size Notes Alternative 53 Cistus purpureus Orchid Rockrose 5 gal. 18" ht. min. Cistus x hybrid us 12 Corpus sericea'Isanti' Red -Twig Dogwood 5 gal. 18" ht. min. Fothergilla'Mount Airy' 104 Festuca idahoensis Idaho Fescue 2 gal. 18" ht. min. Deschampsia cespitosa 81 Mahonia nervosa Oregon Grape 2 gal. 18" ht. min. Gaultheria shallon 25 Nandina domestica'Plum Passion' Plum Passion Heavenly Bamboo 5 gal. 18" ht. min. Nandina domestica'Moyer's Red' 15 Philadelphus lewisii'Blizzard' Mock Orange 5 gal. 24" ht. min Symphoricarpus albus 83 Polystichum munitum Western Sword Fern 2 gal. 18" It min. Blechnum spicant Groundcover 67 Rhododendron'Yaku Princess' Rhododendron 5 gal. 18" ht. min. Rhododendron'Cilpinense' Quantity' Botanical Name Common Name Size Notes Alternative 4500 Frag aria chiloensis Beach Strawberry 4" pots 12" o.c. Rubus pentalobus plant slightly higher than grown in nursery and insure crown is not buried after settling and mulching fill planting pit with native soil or specified backfill scarify edge of planting pit shad) & • e,•vm ter • $T1: 'r`!I �• F EVIEVVED FOR 000E oMP APPROVED CE MAR 2 2 2013 City of Tukwila BUILDING DIVISION plant slightly higher than grown in nursery and insure crown is not buried after settling and mulching fill planting pit with native soil or specified backfill scarify edge of planting pit 0 3%2' scarify rootball & spread roots, or cut twine & pull burlap off top Y3 of rootball 2" depth mulch 4" watering basin finish grade existing soil firmly tamp prepared soil to avoid settling 1/2` diameter black rubber hose & 12 ga. wire tie height to be just high enough to hold tree upright tie at one level only (3) 2x2 d.f. wood stakes or rebar drive to refusal outside rootball scarify rootball & spread roots, or cut twine & pull burlap off top Y2 of rootball 2" depth mulch 4" watering basin finish grade existing soil firmly tamp prepared soil to avoid settling NOTE: stake trees only if determined necessary by L.A. Trex 4 x 4 post buried 18" below grade secure boards to post with galv. screws (3) Trex 2 x 6 HD boards 10" of pacific topsoils 3 -way mix undisturbed native soil bi39N RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER McMicken Court South 164th Tukwilla, WA p . o. b o x 9 7 2 edmonds • washington • g8oao phone /fax • (2o6)545-o342 w w w •studio 3 4 a• c o m OMTWCATE W. 931 project number: 20121 drawn: CSW checked: Shift 342 date 5-7 -12 7 -25-12 820-12 9 -10-12 10-28-12 1-21-13 issue / revision Peardt Plant Schedule & Details L -2 © Studio 342 Landscape Architecture, LLC 1.00 1.02PerftwilleB. • t.; its C. The =kis . to F to _,fi • test D. I a ; , cm tint C,. ;: : d. :g a curnmt record of d . ,.:: old tar to StrixttaNi a *Amite* ckaw. 2.00 2.01 A. Per .. r x# cocki. 2.03 1 IPo 12454 01784. The to ASTM D1785 imci : PVC 1120 or 1220, PS 22 -70 axi ASTM 2241, of An, IsSF rod, iszl extnnkm mks. Pipe end :all 2.05 A. bodies - 8" & 12' high pop-up .; . _ . 1 2.07 Valle A. Brass only. 2.08 V = °t _ Boxes A. B. Pronmtec - Com 1 128 or V - Clustm 104 V - Ceffscm Control A. 12) vcd -,3 ,.y, - ° =e 24 volt output and UL Size fa* rrdttnun of two -r• €. ..- future zones. 14 day of q start of a 24 hour day. Time rr t_, Irdmie ,,,z' V ,, : C_x or apump 2.12 Shut -Off Valve A. 2.13 Prevealw A. Per State of code. Flo of Lott 3'2' brass, screwed end, 150# WOG drive valve on downstream side. 2.14 Pressure Reducing Valve A. Watts #223, Wilkens #500, or approved equal. Contractor has the option of utilizing a pressure reducing valve or automatic valves with pressure reducing capability. 2.15 Check Valves A. KBI King -Check or approved equal. SAMS (seal -a- matic) may be used with an auto -drain and a gravel sump (minimum 1 CF) at the lowest end of each zone. 3.00 Installation 3.01 Examination A. Prior to starting work carefully inspect the prepartory work of other trades and verify that such work is acceptable for the installation of this work. Report all unacceptable conditions to the Landscape Architect. Do not begin work until unacceptable conditions have been resolved. Beginning work constitutes Contractor acceptance of conditions. 3.02 Meter A. Verify need with local water purveyor. Determine location, size, and type of pipe in the service from the main. 3.03 Trenching A. Make trenches for irrigation system. Finish trenches free from rock, debris, or sharp articles. Provide depth to acheive minimum 16" cover for shrub beds, 12" for lawn areas, and 16" cover for mainline. Removed unused trench spoils from site. 3.04 Pipe A. Cut PVC pipe ends at 90 degrees to the pipe length and clean all cutting prior to cementing. Wipe pipe ends clean with rag lightly wetted with PVC thinner. Apply cement with light coat on inside of fitting and heavier coat on outside of pipe. Insert pipe into fitting and give a quarter turn to seat cement. Wipe excess cement from outside of pipe. 3.05 Sleeving A. Class 200 PVC, 4" minimum diameter. Schedule 40 under asphalt or crushed rock paving. Verify with Landscape Architect if sleeves are to be installed by others. 3.06 Spray Heads and Risers A. Set shrub heads with flange flush or slightly below finish grade at a minimum distance of 4 inches from planter edge. Provide double swing joint or flexible swing pipe and spiral barbed fitting (connection at bottom of sprinkler body only) for connection to lateral. B. Install lawn heads flush with finish to clear mowing equipment. Provide three (3) Marlex street ells and one (1) PVC Schedule 80 nipple, or flex pipe connection to lateral (connection at bottom of sprinkler body only). 3.07 Nozzles A. Select nozzles to provide full coverage without causing erosion problems, staining of siding, or drift onto windows. 3.08 Electric Wire A. Install wire in conduit where required by local code. Bury at sufficient depth to meet local code and in no case less than bottom side of parallel pipe. Bundle control wires and tape at 10' intervals. Tape bundles to adjacent pipe. Install wire in sleeves under all pavement. Splices shall occur at boxes only. 3.09 System Expansion A. Provide a minimum of two (2) auxillary wires for future valve locations. Run one unconnected spare control wire from the controller though each intermediate valve to terminate at the valve(s) at the ends of the main line. Loop at least 24" of wire at each of the intermediate valve boxes. Mark spare wires at the controllers and in boxes with permanant tag. Coil spare wire in plastic valve box. 3.10 Backfilling Trenches A. Set pipe to ensure no puncture damage or future settlement. Lay mainline pipe with manufacturer's designations toward top of trench. Compact backfill to no less than 90% density at optimum moisture content. Backfill wound sprinkler heads to restrict movement of heads by external force. Repair all trench settlement and finished surface damage due to settling during warranty period. 3.11 Automatic Valves A. Install in specified valve box. Provide PVC nipple (minimum 4" long) on the inlet side and compression coupling or PVC union on the outlet side. Adjust flow with stem of valve to balance system. Mount valve boxes flush with finish grade unless otherwise indicated on drawings. Install immediately adjacent to walks or curbs (in shrub beds where possible). Provide 6" of pea gravel in bottom of valve box with 6" clear from gravel to underside of valve. 3.12 Master Valve A. Size to match mainline size. 3.13 Backflow Prevention Unit A. Install per local applicable code. Verify location with Landscape Architect. Otherwise Contractor is responsible for cost of relocation. Install galvanized ground joint unions on both inlet and outlet sides. Install Double Check Assembly in plastic box with minimum of 6" of gravel at bottom of box. Provide positive and verifiable drainage out of box. If required, install Reduced Pressure Backflow Preventer per code. 3.14 Pressure Reducing Valve A. Install in plastic valve box with un- marked lid. Set so system does not fog with auto valves wide open. 3.15 Automatic Controller A. Review exact location with Landscape Architect prior to installation. Connect to 120 volt service. Provide conduit/wire from controller location to valves. Label each station to clearly identify location of each valve. 3.16 Quick Couple Valve A. Install in a 10" diameter valve box. Ensure valve can be operated from finish grade. 3.17 Shut Off Valve A. Install in a 10" diameter valve box. If Stop and Waste Valve is allowed by code, provide 1 cubic foot gravel sump beneath valve. 3.18 Check Valves A. Provide low head check valves on risers of lowest heads to prevent leakage. 3.19 Riser Painting A. Paint all galvanized pipe and fittings with one coat minimum of specified material. Touch up after assembly. 3.20 System Flushing A. Flush entire system prior to installation of sprinkler heads/nozzles. After capping all risers, remove cap nearest automatic valve, flush, and recap. Repeat this process until last head on circuit is flushed. If a pressure reducing valve is included in system, open wide for maximum pressure during flushing operation. 3.21 Pressure Test A. Leave all system joints, connections, etc... exposed until after completion and acceptance of pressure test. Cap and open entire system to full main static pressure (pressure reducing valve wide open) for a period of two (2) hours. If static exceeds 80 psi, set PRV at 80 psifor testing laterals. Test mainlines at 100 psi. Visually check joints and connections for leaks. Repair all leaks, however minor. Contractor has the option of using AWWA pressure test (test with approved pressure pump at 100 psi with no more than 5 psi loss in 15 minutes). Deliver written record of test to Landscape Architect. 3.22 Performance Tests A. Upon completion of system installation and after flushing and pressure tests are completed, operate system in presence of Landscape Architect. Correct all deficiencies until the system is approved. 3.23 Adjusting A. Substitute or modify up to 5% of total nozzles to accomodate locations and density of plants and ensure full coverage. 3.24 System Familiarization A. Upon completion of system installation, flushing, and pressure tests, and acceptance of system by Landscape Architect, operate the system in the presence of the Owner. Provide keys and /or other tools necessary to operate /drain/activate the system and spend adequate time with Owner to ensure operation /maintenance/winterization can continue after departure of Contractor. Submit written verification of compliance to Landscape Architect indicating date and persons involved. Contractor is liable for all damage or losses resulting from failure to comply with provisions of this paragraph. 3.25 System Protection A. Deactivate and drain the system prior to the onset of frezzing seasonand reactivate at the onset of spring season. Accomplish each at least once during the guarantee period. If installation is completed when system is not in use, winterize after testing. Certify by letter the dates of winterization/activation. Repair damage from failure to comply. Purge system with low pressure and low volume compressed air. Do not allow pipe or compressor to get hot to the touch. 3.26 Final Approval A. Upon completion of all tests, final approval for system will be contingent upon Contractor providing signed and approved sprinkler /plumbing/health /electrical permits as may be applicable in the area, and as -built drawings of the complete system. END OF SECTION REVI SD FOR CODE COMPLIANCE APPROVED MAa 2 2 2013 Okay ofi Tukwila Butt,OING ONISION AID 3e� RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER McMicken Court South 1 TukwiIIa, WA p . o . b o x 9 7 2 admonds • washington • 98020 phone /fax • (206)545-0342 w w w •studio 3 4 2• c o m OM S. CERTMATE MX 931 project number: 20121 drawn: CSW checked: 342 date issue / revision 5-7 -12 7.25.12 8-20-12 9 -10-12 10 -28-12 1-21-13 Irrigation Specifications L-3 © Studio 342 Landscape Architecture, LLC LEGAL DESCRIPTION THE SOUTH 180.4 FEET OF THE SOUTH 290.4 FEET OF THE FOLLOWING: BEGINNING AT A POINT ON THE NORTH UNE OF SECTION 27. TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DISTANCE NORTH 89'59'10" WEST 2306.10 FEET f FROM THE NORTHEAST CORNER OF SAID SECTION 27, AND RUNNING THENCE SOUTH 0015'50" EAST 610.80 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE CONTINUING SOUTH 0015'50" EAST 580.8 FEET; THENCE NORTH 89'59'10" WEST 150 FEET; THENCE NORTH 0015'50" WEST 580.8 FEET; THENCE SOUTH 89'59'10" EAST 150 FEET TO THE TRUE POINT OF BEGINNING, (BEING KNOWN ALSO AS TRACT 37, BLOCK 5, MCMICKEN HEIGHTS DIV. NO. 2, ACCORDING TO UNRECORDED PLAT THEREOF) SITUATED IN KING COUNTY, WASHINGTON. LESS COUNTY ROADS. SUBJECT TO EASEMENT FOR EGRESS, INGRESS, PARKING, UTILITIES AND BUSINESS SIGN OVER THE EAST 50 FEET THEREOF. TOGETHER WITH EASEMENT FOR INGRESS AND EGRESS OVER THE EAST 8 FEET OF THE SOUTH 100 FEET OF PROPERTY ADJOINING ON WEST. SUBJECT TO EASEMENT OF INGRESS AND EGRESS OVER THE WEST 4 FEET OF SOUTH 100 FEET OF SUBJECT PROPERTY, IF ANY EXISTED. SURVEYORS NOTES 1. BASIS OF BEARINGS: RECORD OF SURVEY AS RECORDED UNDER KING COUNTY RECORDING NO. 20000920900016, RECORDS OF KING COUNTY, WASHINGTON. HELD N 00'00'00" E AS FOUND BETWEEN EXISTING MONUMENTS SHOWN ALONG S. 164TH STREET AS SHOWN.. 2. VERTICAL DATUM: NAVD88 REFERENCE: CITY OF SEATTLE BENCHMARK # 93V -521: FOUND BRASS DISK W /PUNCH IN CONCRETE FILLED 5IN. PIPE 0.5' BELOW RIM MON CASE, BEING THE WESTERLY OF 2 MONUMENTS IN INTERSECTION ® S. 160TH ST / 51ST AVENUE SO. (VISITED APRIL 2012) ELEV. = 297.89 FEET' 3. THIS MAP REPRESENTS CONDITIONS AS THEY EXISTED AT THE TIME OF THIS SURVEY ON APRIL 5, 2012. 4. A TOPCON GTS 825A 5" TOTAL STATION WAS USED FOR THIS SURVEY. 5. CONVENTIONAL SURVEY EQUIPMENT WAS USED IN THE PREPARATION OF THIS SURVEY. THE RELATIVE ACCURACY MEETS OR EXCEEDS 1 FOOT IN TEN THOUSAND PER WAC 332 - 130 -090. 5. THE UNDERGROUND UTILITY LINES SHOWN ARE A COMBINATION OF FIELD LOCATED PAINT MARKS AND VISUAL INSPECTION OF THE UTILITY STRUCTURES BY THE SURVEYOR. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. 6. REFERENCES: (P) UNRECORDED PLAT OF MCMICKEN HEIGHTS DIVISION NO. 2, ACCORDING TO THE UNRECORDED PLAT THEREOF. (R2) RECORD OF SURVEY AS RECORDED IN UNDER KING COUNTY RECORDING NO. 20000920900016, RECORD OF KING COUNTY, WASHINGTON. 42ND AVENUE SOUTH FOUND CONCRETE MONUMENT W /LEAD & TACK IN CASE, 0.5' BELOW RIM MON CASE. ELEV= 492.68 FEET VISITED: APRIL 2012 A TOPOGRAPHIC SURVEY A PORTION OF THE NW 1/4, NW 1/4, SECTION 27, TOWNSHIP 23 NORTH, RANGE 04 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON FND 1/2" REBAR & CAP "HAVLAND LS 18088" ELEV= 489.28 FND 1/2" REBAR & CAP "LS 23804" ELEV= 488.25 SANITARY SEWER MH RIM = 493.24 IE= 485.896" PLASTIC S. IN IE= 485.79'6" PLASTIC N, IN IE= 485.69'8" PLASTIC E. OUT 8' INGRESS \\& EGRESS ESM"1 R9 \ -o ■ 1 I I 100 I TOT LOT 4320 1 -STORY BLDG 0 -4- - a //1 11/ 1 ir L II 1 4 3 1 i 1 or 1 A /// 93OG STRIPE SKIP. STRIPE 1/ I 1 03 CO I I N 900000' E 150.0 20 INGRESS,: EGRESS;; PARK NG, ANDS STORM ESM'T /PER 'REC. NO 20040 08'00144;9' y B {1 1-- 1 8E7 HUB & TACK __REV = 485.4 S; /1 SD I 0 STORM MH RIM = 486.07 IE= 481.37 -8 "CPP E. IN IE= 480.97'36 "CMP N, OUT • i0 Co FND HUB \486\ 488. 4' INGRESS & �- EGRESS ESM'T - --- -48g�, J 490J OP 1/1 -END HUB 71' FND HUB // w 492 -' 97. \ ▪ \ \ i \ 1 �\ \\ 1 \\ \\ 30" HEMLOCK \\ \\\ \ OP N 90'00'00\ E SEWER STUB \ CATCH BASIN Uj GRATE= 484.77 ur IE =483.7�7�10" CPP. W. OUT 50' EGRESS, INGRESS, PARKING, UTILITY, AND. BUSINESS SIGN ESM'T , � J 4' 88.. Q 1= Ic W / 10" DI OP ,' , 9 /1/ • N 283 4 '(M). - '2635.54'; P); 2' STW GA Ntor • • --4 Ti ,-- SANITARY SEWER MH RIM = 492.46 IE= 479.36^8" PLASTIC W. IN IE= 484.86^-8" PLASTIC DROP W. IN IE= 479.16'8" PLASTIC E. OUT O SET HUB & TACK ELEV =492.5 1/ 10' PUGET POWER ELECTRICAL ESM'T PER V,'REC. NO. 7810030776 1 -STORY HOUSE FND 1/2" REBAR & CAP LEANING TO THE EAST. 1.1:N x 2.0'W /1 4 ", TW.GAS STUB r FOG STRIPE SS 1 SKIP STRIPE r' , SURVEYORS CERTIFICATION 20 0 NORTH 10 20 40 1 inch = 20 ft. LEGEND REVIEVVED FOR CODE COMPLIANCE APPROVED MAR 2 2 2013 City of Tukwila BUILDING DIVISION 0 X 0 X W SS SD OP P G X 0 /// FOUND BRASS DISK W /PUNCH IN CONC. MONUMENT, 2.5' BELOW RIM MON CASE. ELEV= 334.26 FEET VISITED: APRIL 2012 I HEREBY CERTIFY THAT THIS MAP REPRESENTS A SURVEY BY ME OR UNDER MY SUPERVISION IN APRIL 2012. DAVID`. A. PEEBLER, PLS NO. 40021 4/12/2012 DATE /1/ FOUND STREET MONUMENT FOUND PROPERTY CORNER SANITARY SEWER MH STORM DRAIN MH CATCH BASIN WATER VALVE FIRE HYDRANT WATER METER TRANSFORMER UTILITY POLE SIGN PLAT - SEE REFERENCE 1 R2 - SEE REFERENCE 2 MEASURE DISTANCE 5' HIGH CHAINUNK FENCE 5' HIGH WOOD FENCE WATER LINE SANITARY SEWER STORM DRAIN OVERHEAD POWER UNDERGROUND POWER GAS EDGE OF PAVING PAVED AREA AS NOTED AS NOTED LI 3 8 2•I RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER PROJECT NAME Li. I- O w 1- re co I- c.) t0 a1- 00 O u) tl. CO 0 et C (I) 0, (n 0 0 TUKWILA, WASHINGTON I- 0 REVISIONS DATE APRIL 2012 JOB NO. 2516 -565 DWG NO. 2516 -565 OF 1 Next intersection: 42nd Ave S S. 164th Street (60' wide) 4228 S. 164th Street, Tukwila Tax Lot # 5379800670 Ian Hamad (206) 331 -1 524 II II I! II II P.C. 1 4 ' — — — — — — — — — — — — — — — Proposed 5' cedar board fence along property line — 180- ----------------------- _ 4�' Adjacent Zoning NCC — — — — — — — — — — — Heat Exchanger 4' wide easement for egress and ingress along the first 100' along /Electric Meters West side of lot 1� 5' wide landscaped type II 20' 20' wide landscape area (type I) 11 I 11 11 I 11 11 11 4' 11 5' II II 11 11 II 11 11 11 11 11 I. 11 115' wide II !Sidewalk 11 11 I' 11 11 it 4' wide it planting II strip II 11 11 11 11 11 11 11 11 11 II 11 II II p II II 11 11 11 .11 11 11 11 II 11 II II II 11 11 11 II II ll z 11 11 I 11 11 I 11 11 1 11 11 11 II I 11 11 I II II I 11 11 1 11 11 I 11 II II II 11 11 q II II Fire Hydran 11 1 20' 11 L 11 II II •1I 11 11 IL 11 11 11 11 11 11 11 11 11 11 11 IL Ir �I 11 11 II II 11 11 11 11 11 Il o 11 11 11 11 II 11 II 11 JI II II II 11 11 II 11 II j Picnic Tables and Barbeque 48'8 Existing Hemlock Tree garden plots for tenant use 14'x30' Loading Zone 24' wide access point from S. 164th Street P.C. Bike Rack for 11 four bycic.les 11 II II II II II II II II 11 II II 11 11 11 Hose FDC-) � II j11 II II II II II II II Ill;llilllll Sprinkler Control "rw om Y J 5 Standard Parking Stalls 9'x19' 50' wide easement for parking, egress and ingress along East side of lot 6 Standard Parking Stalls 9'x19' I � 1 6'x19' =114 sq ft L _ _ Furnace 44" wide walk way � II II II II Welk xey ramp �L II II II 4' % II II II II 4' -HII 11 II II II 11 II 11 II II II II II II II II 24'2 20' in L Van Accessible ADA Parking St II II II —1I II II 1I 11 II II II II JI P.C. 2 Handicapped Parking spaces per detail 5 Standard Parking Stalls 9'x19 6 Standard Parking Stalls 9'x19' REVIEWED FOR CODE C R VB!] CE APP MAR 2 2 2013 City of Tukwila BUILDING DIVISION 6'x19' =114 sq ft Brick enclosure matching Dolor of building Garbage and Recycling Dumpsters enclosure 7 Standard Parking Stalls 9'x19 62' 6 Standard Parking Stalls 9'x19 1 6'x19' =111 sq ft 1 I 1 L _ _ 20' wide easement for parking egress and ingress along North side of lot l 10' landscape buffer type I I with 75% evergreen 10' wide easement along the East side of lot for underground utilities for Puget Sound Erergy r 3 P.C. I 1 North McMicken Court Proposed Parking: 2x9 =18 for residential 3x3= 9 for offices 27 total needed 38 proposed Adjacent Zoning RCC 150' Existing Daycare Parking 821 Existing chain link fence along property line 180.40' Adjacent Zoning LDR RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER Heat Exchanger Electric Meters E—Gas Meter 4D : 4 b• I > 8" Heating Duct (typ.) Fresh Air Intake for Gas Furnaces u. iuuuuIuuuuuuuuIuuuuuuuuIIII�u�IuII1 Y Y Dryer Vent to Exterior Hose bibs FDC-� UP Sprinkler Control Room \ ntt \ N \ r•3 :4. ••. t \\ :•, \\ 11. i .e • A Main Stack --> . 'A O ;$ . 4 4 .4 •1 a 's• •; 6 .; Main Stack* n Vent 11 011/ 4" duct from bathroom fan to exterior (typ.) 7" duct from range hood to exterior 4D \\ —uP- To Public Sewer 1st Floor Mechanical Plan Wall Mounted Lighting Fixture (typ.) North > 6.5" x 10" x 4" Cast Aluminum and Polvcarbonate 4" duct from bathroom fan to exterior (typ.) -Vent Drain lines (typ.) 7" duct from range hood to exterior (typ.) Maintain T distance from point of bearing to beginning of hole through floor joist II BELS � t Imo �' :x+f� 0UTD�p its 2nd & 3rd Floor Mechanical Plan North > 111 North River Road North Aurora, IL 60542 Phone: (800) 323 -5664 Fax: (630) 897 -0573 sales @belson.com HEAVY -DUTY CHALLENGER 1 3 LOOPS 5 BIKES 39-1/8"±l" --� 37 " ±1/2" 47 " ±1/2" ..— 9 -7/8" GRADE T-®36- 3/4 " ±1" .' ELEVATION VIEW 2" SCHED 40 PIPE ( 2 -318" 0.D.) 3/8" ANCHOR ROD CONCRETE GRANULAR NATIVE SOIL www.belson.com 7 I I 1 \ I ! t / \, \ Irrigation Manifold Building Footprint Irrigation Plan for 4228 S. 964th Street, Tukwila 0 Hose hip for com . unity garden Q) South 164th S "Sprinkler head types are not shown on the plan but will be chosen to ensure that all landscaped areas will be irrigated. Irrigation coverage will be field tested and coverage verified as a part of planning inspections required for building permit final." i ' - - -1 `.\ \ \i t ■ If/ `\ I' .1 i 5' high galvanized steel doors galvanized steel plate to prevent see through (typ.) A IA 3$1I 19' "a) RECEIVED CITY OF TUKWILA MAR 1 1 2013 4" slab on grade Trash Enclosure 9'6 60" high grey split faced CMU (typ.) North i PERMIT CENTER Page M1 McMicken Court D12 -384 4228 S. 164th Street, Tukwila WA 98188 SEPARATE PERMIT AND APPROVAL REQUIRED M� r. 11/2°R r O" USDOT STANl fiARD; R7 -8 SIGN SEE NOTE BELOW NOTE (R7 -8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE AND/OR OR AMOUNT OF' THE FINE FOR ILLEGALLY PARKING IN THE RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL REGULATIONS. ACCESSIBILITY SIGNAGE 2/20/13 +You General Information: The Register Plus is Cadet's premier fan forced heater line and is often chosen for its similar appearance to central system register vents. Models are offered with both fixed and multi -watt capabilities (multi -watt models factory preset at their maximum wattage). A large squirrel cage blower quietly provides increased airflow allowing for lower surface and air -at- surface temperatures. Cadet recommends a wall- mounted thermostat for optimum performance, or you may prefer the convenience of an optional field mount thermostat kit. Learn more about The Register Plus Scan It Now! Heater As DIMENSIONS PALLET on CUBE sembly Only Carton 1 12 "W x 7.5 "H x 5.25"D 1 100 1 .27 Complete Unit Carton DIMENSIONS 1 14.375 w x 9.315 " "H x 5.75 PALLET QTY, 1 96 CUBE 1 .45 CAE SAFETY Sc QUALITY SAFETY High temperature manual reset: turns off heater if normal operating temperatures are exceeded AL TY Powder coat paint process eliminates sharp metal edges EASY Wall can designed for quick installation with mounting legs that minimize measuring time Commercial grade steel element is quiet and efficient Architectural Information: Fan forced electric air heaters shall be UL listed, factory rated at 120V, 208V, or dual field rated 208V/240V. A 20 gauge wall mounting can with four knockouts shall be provided with each complete heater. The element and blower shall be of unitized construction and shall attach to wall can with a single screw. Elements shall be steel- finned type, with an oversized 25 amp rating at 240V high temperature manual reset limit switch. A tangential cylindrical blower delivering approximately 50 to 60 CFM shall be driven by an impedance protected motor with permanently lubricated, vibration isolated, dust sealed bearings. Metal grill shall be of one piece construction and finished with a powder coat paint system. Patent EP2017076A1 - Flame resistant cardboard or fibre laminate - Google Patents Search Images Maps Play YouTube News Gmail Drive Calendar More - Patents Flame resistant cardboard or fibre laminate EP 2017076 Al ABSTRACT Find prior art A flame resistant cardboard or fibre - laminate with flame retardant components characterised in that the cardboard or fibrelaminate is made of recycled cardboard paper. DRAWINGS (2) Fig. DESCRIPTION fff [0001] The invention concems a flame resistant cardboard or fibre laminate with flame retardant components. [0002] Flame resistant cardboards or fibre laminates are used in various areas such as a support material for screen -print; e.g. for advertising In stores etc. or for signs standing outside in cities, traffic information for vehicles, pedestrians or as a base material for transport boxes; e.g. for transport of heat sensitive materials like explosives, or as laminates in inner walls of buildings. In condition of the application of the cardboard or the laminate the material need to fulfil different requirements, like mechanical strength when used in buildings, or it should be relative flexible when used for transport boxes to withstand the handling during transport. If the cardboard is used as a support material for screen prints the material should be relative stiff although the material does not need to have high bending or tensioning strength. [0003] Flame resistant cardboards are known for example from EP 0 050 448 Al, where it is suggested to use a plurality of thermoset resin impregnated filler sheets bonded together into a unitary member. The filler sheets comprise a certain amount of inorganic filler, cellulose fibres and resinous binders. [0004] EP 166665 Al discloses a flame resistant paper with a Borax - solution, which is designed by using ammonium phosphate. All solutions in the prior art need added flame retardant components, which are expansive and are environmental unfriendly. [0005] Furthermore the production method is relatively complicated and requires a complex production device. [0006] The object of the invention is to provide an environmental friendly and www.g oog Ie .com/patents /EP2017076A1 ?cl =en CLAIMS Discuss this application Publication number Publication type Publication date Filing date Priority date Inventors Applicant Ian Hamad International Classification European Classification References Extemal Links EP2017076 Al Application Jan 21, 2009 Jul 9, 2007 Jul 9, 2007 Bemt Johansson Oppboga Bruk AB B32B 29/00 2More» B32B 29/00 D21H 21/34 Patent Citations (5) Espacenet EP Register 1. Flame resistant cardboard or fibre - laminate with flame retardant components characterised in, that the cardboard or fibre - laminate is made of recycled cardboard papers. 2. Flame resistant cardboard or fibre- laminate according to claim 1, characterised in, that the flame retardant components are small fragments of glasses, metals and /or minerals. 3. Flame resistant cardboard or fibre - laminate according to claim 1 or 2, characterised in, that the cardboard or fibre - laminate is provided with a coating layer. 4. Flame resistant cardboard or fibre- laminate according to claim 3, characterised in, that the coating layer comprise kaolin, calcium carbonate, titan oxide, gypsum and /or a latex- polymer e.g. polycarbonate, polystyrene or polyvinyl. 5. Flame resistant cardboard or fibre - laminate according to claim 3 or 4, characterised in, that weight of the coating layer at the cardboard or fibre - laminate is between 10 -100 gram /m2, preferably 20 gram /m2. 6. Flame resistant cardboard or fibre - laminate according to one of the preceding claims, that several layers, preferable 4 to 5 are connected to a multilayer cardboard or fibre - laminate. 7. Flame resistant cardboard or fibre - laminate according to claim 6 in combination with claim 3, 4 or 5, characterised in that the 1/3 all Can Technical Information: A thermostat is required. For optimum comfort use a Cadet electronic thermostat. Fan heaters and thermostats work best when installed on an inside wall. A double pole, built -in thermostat may be installed in the field. UL requires heater to be placed a minimum distance of 6" from adjacent surfaces and 4.5" from the floor. Manufacturer recommends installation of 12" from all surfaces. A 3' minimum clearance is required for furniture or other objects placed directly in front of heater. NOTE: Manufacturer recommends installing heater assembly after walls are finished. Heater must be cleaned every six months minimum. Ordering Information: Recommended for elevations under 7500 feet. Complete unit available in white only. I— UPC Code H WATTS AMPS HVI Sones @ Ps .1 SP Fan Speed RPM 11 }�,.cz. 027418 027418 027418 027418 027418 027418 027418 027418 027418 027418 027418 4 163313) 2 63314 9 1633151 6 63316 3 1003221 5 00306 i5 1003071 2 00311 9 1 00308 � 9 00309 '6 69 2 0310 L_...�1 '¢ W RMC202W RMC162W RMC151W RMC208W RM222 RM202 RM162 RM102 RM151 RM208 M108 RY •v.. t r, UxY?�i'f?$ms:a. Complete Unit, White Complete Unit, White Complete Unit, White Complete Unit, White Heater Assembly Only Heater Assembly Only Heater Assembly Only Heater Assembly Only Heater Assembly Y Oni Y Heater Assembly Only Heater Assembl Only .> t t ?'` -. �,s 2000 700/900/1600 2250 2000 700/900/1600 1000 :$ '' I,a ;'z° .•...`a: ;d. -. .�n8�.,. 1500 525/675/1200 2000 1687 1500 525/675/1200 750 2000 1000 500/1000/1500 500/1000/1500 500 / / i',. , 4A 8.33 292/3.75/6:677 9.37 8.33 2.92/3.75/6.67 4.17 ,M1 7.21 2.52/3.25/5.77 9,62 8.11 721 2.52/3.25/5.77 3.61 9.62 4.81 ,, ©q Y+. &i,.n.a 4.17/8.33/12.50 4.17 8.33 / / 12.50 9 9 9 9 4.5 4.5 4.5 4.5 4.5 4.5 4.5 ..,`,'',• 1— UPC Code 027418 1002751 4 RMGW 027416 00276 1 RMGA 027418 1631131 8 RMGWS 027418 63114 5 RMGA5 027418 16311512 RMC 027418 63116 9 RMCS 027418 1631231 7 11MT2W* 027418 63124 '4 RMT2A* 027418 6311813 RMS4W ACCESSORIES RM Grill w/ Parts, White RM Grill w/ Parts, Almond RM Grill Five Pack w/ Parts, White RM Grill Five Pack w/ Parts, Almond RM Wall Can Single Pack RM Wall Can Five Pack Double Pole Field Mount Thermostat, White Double Pole Field Mount Thermostat, Almond Register Surface Mount Adapter, White *Thermostat kit temperature range 40 °F to 85 °F Front View 12e /a' 1.5 1.5 7.5 7.5 3.25 14.25 .44 .44 5.75 RM C 16 2 W Register Plus Fan Heater With Wall Can Wattage: 10 =1000 15 = 500/1000/1500 16 = 700/900/1600 20 = 2000 Voltage: 1= 120 2 = 240/208 8 = 208 Color: White 1234'. Grill Dimensions: 4 "W x 74 "H x 1"D 2/20/13 Patent EP2017076A1 - Flame resistant cardboard or fibre laminate - Google Patents layer on the top and the layer at the bottom are provided with the coating layer and the coating layer is arranged at the outwardly directed side of the layer with respect to the already assembled multilayer cardboard or fibre - laminate. cheap flame resistant cardboard or fibre laminate. [0007] The invention solves this object by using recycled cardboard for the cardboard or fibre laminate. [0008] Further aspects on the cardboard or fibre laminate, according to the invention, are; the cardboard or fibre - laminate is made of recycled cardboard papers. the flame retardant components are small fragments of glasses, metals and /or minerals. the cardboard or fibre - laminate is provided with a coating layer. the coating layer comprise kaolin, calcium carbonate, titan oxide, gypsum and /or a latex- polymer e.g. polycarbonate, polystyrene or polyvinyl. the weight of the coating layer at the cardboard or fibre - laminate is between 10 -100 gram /m2, preferably 20 gram /m2. several layers, preferable 4 to 5 are connected to a multilayer cardboard or fibre - laminate. the layer on the top and the layer at the bottom are provided with the coating layer and the coating layer is arranged at the outwardly directed side of the layer with respect to the already assembled multilayer cardboard or fibre - laminate. at least one of the intermediate layers is provided with a coating layer. 8. Flame resistant cardboard or fibre - laminate according to claim 6 or 7 in combination with claim 3, 4 or 5, characterised in, that at least one of the intermediate layers is provided with a coating layer. 9. Flame resistant cardboard or fibre - laminate according to claim 6, characterised in, that the layers are joint together by glue comprising polyvinyl acetate polymer dispersion. 10. Flame resistant cardboard or fibre - laminate according to one of the preceding claims, characterised in, that density of the cardboard or fibre laminate is between 0,85 -0,95 kg /m3, preferably 0,90 kg /m3. 11. Flame resistant cardboard or fibre - laminate according to one of the preceding claims, characterised in, that the weight of the cardboard or fibre- laminate is 180 gram /m2. the layers are joint together by glue comprising polyvinyl acetate polymer dispersion. the density of the cardboard or fibre laminate is between 0,85 -0,95 kg /m3, preferably 0,90 kg /m3. the weight of the cardboard or fibre - laminate is 180 gram /m2. [0009] The advantage of the invention is that recycled cardboard contains already the necessary flame retardant components, so additional flame retardant can be saved, which reduces costs and negative environmental impact. [0010] Recycled cardboard has a composition that has a better heat or flame resistance than ordinary cardboard. The composition of recycled cardboard is, especially when recycled cardboard is produced in big amounts, reliable constant and contains already the necessary flame retardant to achieve the required flame resistant. Fibres in recycled cardboards are generally shorter than in ordinary cardboards, allowing a more dense cardboard, with less free space containing oxygen, thus providing a higher flame resistance.These flame retardant components are preferably small fragments of glasses, minerals and metals. [0011] The flame resistance can be further improved by using paint or coating layer at the cardboard, which can consist of one of the in claim 4 listed components. A very good compromise between flame resistance and a cost efficient production process is given, when the weight of the coating layer is approximately between 10 -100 gram /m2, preferably 20 gram /m2. [0012] To improve the flame resistance further it is suggested to joint several layers to a multilayer cardboard, while one layer should have a density of 0,85 -0,95 kg /m3, preferably 0,90 kg /m3, and a weight of at least 180 gram /m2, preferably 180 gram /m2. [0013] Normally, when making cardboards for screen -print the cardboard density is relatively low to meet requirements in weight, stiffness and price. It has been shown, however, that by using cardboard with a higher density, although still fulfilling requirements in weight, stiffness and price, the flame resistance has been improved substantially. [0014] It has been shown that 4 -5 layers joined together by a glue comprising a dispersion of polyvinyl- acetone polymer glue is optimal regarding the production process, the requirements on mechanical strength and to the necessary flame resistance. [0015] When a multilayer cardboard or fibre laminate is used, the coated layers of the cardboard or fibre laminate on the top and at the bottom should be located at the outer side of the cardboard. The invention is described in the following with a preferred embodiment shown in: Fig.1 cardboard or fibrelaminate according to the invention Fig.2 production arrangement for a continuous production of cardboards or fibre laminates [0016] In Fig.1 it is shown a multilayer cardboard 100 consisting of five single cardboard or fibre laminates 1,2,3,4 and 5, in the following called only cardboard. [0017] Each single cardboard 1,2,3,4 and 5 comprises a paint layer 6,7,8,9 and 10. The coating layers 6 and 10 of the top cardboard 1 and of the bottom cardboard 5 are located at the outside of the cardboard 100. [0018] This means the coating layers 6, 7 and 8 are located at the top of the cardboards 1, 2 and 3, while the coating layers 9 and 10 are located at the downside of the lower cardboards 4 and 5. Therefore two of the intermediate cardboard 3 and 4 are connected directly to each other without having a coating layer between them. www.g oog le .com/patents /EP2017076A1 ?cl =en 2/3 all Can Dimensions: 12%- Wx6'/r'Hx4 "D 00 Rough -in Dimensions: 12'/ "W x 6 "H x 4 "D 2/20/13 Patent EP2017076A1 - Flame resistant cardboard or fibre laminate- Goog le Patents [0019] The cardboards are made of recycled paper, which has a composition that has a better heat or flame resistance than ordinary cardboards. These flame retardant components are preferably small fragments of glasses, minerals and metals, which are created in the recycling process automatically, because used paper usually contains always a minimum of paint particles or particles from coatings, rests of glass, minerals, metals etc. [0020] Usually, these particles are normally understood as a contamination, but in this case the invention uses them as an advantage by using them as flame retardant components instead of adding additional components like known in the prior art. [0021] By saving additional components the costs for each cardboard can be essentially reduced, because the production process itself could be reduced by several production steps and the costs for the components can be saved. Furthermore, the inventive cardboard is a very environmental friendly solution, because the necessary input of additional chemical components is eliminated. [0022] One single cardboard layer 1,2,3,4,5 should have a density of 0,85 -0,95 kg /m3, preferably 0,90 kg /m3, and a weight of at least 180 gram /m2, preferably 180 gram /m2, the single cardboard layers 1,2,3,4,5 are joined together by using a glue comprising of Polyvinyl acetate polymeric dispersion. [0023] The weight of the coated layers 6, 7, 8,9,10 is between 10 and 100 gram/ m2, preferably 20 gram /m2, so that each single coated cardboard has a total weight of 200 gram /m2. [0024] The coated layers 6, 7, 8,9,10 comprise of kaolin, calcium carbonate, titan oxide, gypsum and /or a latex- polymer e.g. polycarbonate, polystyrene or polyvinyl. [0025] In Fig.2 it is shown a schematic arrangement of a device for a continuous production of cardboards according to the invention. The recycled material is stored on The support wheels 1, wherein the recycled material is already coated with the suggested coating layer. [0026] The support wheels 1 can be operated individually by automatic brakes to provide flat layers and reduce spill. After leaving the support wheels 1 the recycled paper of the top layer and the bottom layer is dried by dryers 2, preferably infrared dryers, to regulate the moisture. It is also possible to dry the intermediate layers if necessary (not shown in the figure),In the gluing station 3 all five layers are provided with the dispersion glue. After leaving the gluing station 3 the layers are pressed together by three pairs of pressing wheels in the pressing station 4. The ready pressed multilayer is then cleaned in the vacuum cleaner 7, to remove any superfluous dust. After the cleaning process the cardboards are cut to a predetermined width by knifes 5 and to predetermined lengths by a rolling knife 6. In a next operating step bad cardboards are sorted out in a sorting station 8, before they are controlled regarding correct dimensions and surface quality in the control station 9. Finally, in station 10 the cardboards are cut with a guillotine to final exact dimensions. PATENT CITATIONS Cited Patent Filing date Publication date Applicant Title Ventilation Products SPECIFICATIONS F RAK 30 EXHAUST FANS • Grill Cold rolled steel, powder coated white. • Blower Wheel One piece polymeric centrifugal blower wheel, 5.22" diameter, 2.90" wide, with 30 paddles. • Motor Heavy duty, permanently split capacitor, 4 pole motor, life time lubrication, thermally protected. Rated 120 volts, 0.31 amps. Contractor Pack (Motor /BladeGrill) Model: FAK130T* • Fan Housing 24 gauge galvanized steel housing, dimensions 103/4" x 91/4" x 77/8". Contractor Pack Model: AKFH2* • Duct Collar Metal collar for 4" duct connection, comes complete with built in back draft damper. • Ventilating Area For rooms up to 150 sq. ft. • Unit Mounting FRAK130 is centered between joists (with 16" centers) using hanging brackets. The housing will mount through drywall thickness up to 3/4 ", with a rough -in opening of 103/4"x91/4". 5/o" I 4" 1 1 O3/4 "_91/4" 77jo" 1O5/16�� ���� 215h6n • Damper Blanket - Non - asbestos, ceramic blanket Fusible Link - Replaceable, 165 °F standard Classification - Ceiling Radiation Damper is ULC classified and rated for a 3 -4 hour fire resistance. U.L. listed 555C. California State Marshall classification for 1 or 2 hour fire damper rating. California State Marshall listing number 3225 - 1374 -101. Contractor Pack Model: AKFD2* • Sold in packs of 4. All three parts (housing, damper, motor /blade /grill) must be purchased and used together to make a complete unit. US amca =TWIG) mums swum us RIR rrnroneannoI mn'.' movarnenx nab cOnTfOt ntSOa rrrion,' tnTrnnnnonnt, Air King Ventilation Products certifies that the models shown herein are licensed to bear the AMCA seal. The ratings shown are based on tests and procedures performed in accordance with AMCA Publication 211 and AMCA Publication 311 and comply with the requirements of the Certified Ratings Program. Performance shown is for FRAK exhaust models for installation type B: Free inlet, Ducted outlet. Performance ratings include the effects of an inlet grille, ceiling radiation dampe and backdraft damper in the airstream. Speed (RPM) shown is nomina . Performance is based on actual speed of test. The loudness ratings shown are loudness values in fan sones at 5 ft. (1.5m) In a hemispherical free field calculated per AMCA standard 301. Values shown are for installation type B: free inlet fan sone levels. The AMCA Certified Ratings Seal does not apply to HVI Sones. PROJECT LOCATION CONTRACTOR FAN %MODEL`; NUMBER1NUMBER - IN W.G. 1 WATTS AMPS ARCHITECT ENGINEER SUBMITTED BY SONES DATE OPTIONAL EQUIPMENT �: & " REMARKS .,. _ „z U.S.: 820 Lincoln Drive • West Chester, PA 19380 -4466 • Tel: 877 - 304 -3785 • Fax (610) 696-8048 Canada: 110 Glidden Road • Brampton, Ontario L6T 2J3 • Tel: (905) 456 -2033 • Fax: (905) 456-1015 EP0763629A1 Sep 1 -1 1995 Mar 19, 1:07 AU6890294A DE4326721A1 W02004101691A2 W02006048280A1 hiinn, Rol-:nd Pro eos for lire proofing ref paper, anal m■chin: for malting tIi same Title not available Title not available Title not available Title not available Google Home - Sitemap - USPTO Bulk Downloads - Privacy Policy - Terms of Service - About Google Patents - Send Feedback Data provided by IFI CLAIMS Patent Services ©2012 Google www.google.com/patents/EP2017076A1?cl=en Specifications subject to change without notice. 2111 Johns Manville General Description FRAK130 Updated January 2006 Buildin FSK -25 nisujlation' Facings Product Data Sheet FSK -25 is a flame retardant insulation facing vapor barrier made from lightweight aluminum foil, fiberglass yarn reinforcing, and natural kraft paper laminated together with a flame retardant adhesive. FSK -25 is designed to be used over unfaced fiberglass insulation in applications which require faced insulation to comply with ASTM E -84- Test for Surface Burning Characteristics of Building Materials.. The facing is attached to the wall or ceiling with staples or mechanical fasteners. FSK -25 facing is supplied in 50" (127 cm) wide X 600' (183m) long rolls to provide convenient job site application. Other roll sizes are available on request. FSK -25 when installed foil side exposed meets the following specifications: 1. ASTM E -84 -TEST for Surface Burning Characteristics of Building Materials Flame Spread <25 Smoke Developed <50 2. ASTM E- 96- Permeance(Procedure A) 3/3 Maximum permeance -0.05 grain /hr. /ft2 /in. Hg (0.03 grams /24 hr /m2 /mm Hg) 3EN RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER The physical (or chemical) properties of Johns Manville products represent typical average values obtained in accordance with acceptable test methods and are subject to normal manufacturing variations. Values are supplied as a technical service and are subject to change without notice. Rev. 1-1/18/07 Hamilton Technologies, A Business of Johns Manville Corporation 7400 Ranco Road Corp. Headquarters 717 17TH Street; Richmond, VA 23228 Denver, CO 80202 (804 )2617400 /FAX (804) 261 -7405 (303) 978 -2000 SEPARATE PERMIT AND APPROVAL REQUIRED M.2) AMCA LICENSED PERFORMANCE Static Pressure (inches of w.g.) HVI Sones @ Ps .1 SP Fan Speed RPM Power Watts 0 0.05 0.1 0.125 0.15 0.2 0.25 0.3 3.0 1250 42 Air Flow - CFM 133 125 120 117 114 108 99 88 Sound - SONES 3.6 3.6 3.6 3.6 3.6 3.6 3.3 3.5 Performance shown is for FRAK exhaust models for installation type B: Free inlet, Ducted outlet. Performance ratings include the effects of an inlet grille, ceiling radiation dampe and backdraft damper in the airstream. Speed (RPM) shown is nomina . Performance is based on actual speed of test. The loudness ratings shown are loudness values in fan sones at 5 ft. (1.5m) In a hemispherical free field calculated per AMCA standard 301. Values shown are for installation type B: free inlet fan sone levels. The AMCA Certified Ratings Seal does not apply to HVI Sones. PROJECT LOCATION CONTRACTOR FAN %MODEL`; NUMBER1NUMBER - IN W.G. 1 WATTS AMPS ARCHITECT ENGINEER SUBMITTED BY SONES DATE OPTIONAL EQUIPMENT �: & " REMARKS .,. _ „z U.S.: 820 Lincoln Drive • West Chester, PA 19380 -4466 • Tel: 877 - 304 -3785 • Fax (610) 696-8048 Canada: 110 Glidden Road • Brampton, Ontario L6T 2J3 • Tel: (905) 456 -2033 • Fax: (905) 456-1015 EP0763629A1 Sep 1 -1 1995 Mar 19, 1:07 AU6890294A DE4326721A1 W02004101691A2 W02006048280A1 hiinn, Rol-:nd Pro eos for lire proofing ref paper, anal m■chin: for malting tIi same Title not available Title not available Title not available Title not available Google Home - Sitemap - USPTO Bulk Downloads - Privacy Policy - Terms of Service - About Google Patents - Send Feedback Data provided by IFI CLAIMS Patent Services ©2012 Google www.google.com/patents/EP2017076A1?cl=en Specifications subject to change without notice. 2111 Johns Manville General Description FRAK130 Updated January 2006 Buildin FSK -25 nisujlation' Facings Product Data Sheet FSK -25 is a flame retardant insulation facing vapor barrier made from lightweight aluminum foil, fiberglass yarn reinforcing, and natural kraft paper laminated together with a flame retardant adhesive. FSK -25 is designed to be used over unfaced fiberglass insulation in applications which require faced insulation to comply with ASTM E -84- Test for Surface Burning Characteristics of Building Materials.. The facing is attached to the wall or ceiling with staples or mechanical fasteners. FSK -25 facing is supplied in 50" (127 cm) wide X 600' (183m) long rolls to provide convenient job site application. Other roll sizes are available on request. FSK -25 when installed foil side exposed meets the following specifications: 1. ASTM E -84 -TEST for Surface Burning Characteristics of Building Materials Flame Spread <25 Smoke Developed <50 2. ASTM E- 96- Permeance(Procedure A) 3/3 Maximum permeance -0.05 grain /hr. /ft2 /in. Hg (0.03 grams /24 hr /m2 /mm Hg) 3EN RECEIVED CITY OF TUKWILA MAR 1 1 2013 PERMIT CENTER The physical (or chemical) properties of Johns Manville products represent typical average values obtained in accordance with acceptable test methods and are subject to normal manufacturing variations. Values are supplied as a technical service and are subject to change without notice. Rev. 1-1/18/07 Hamilton Technologies, A Business of Johns Manville Corporation 7400 Ranco Road Corp. Headquarters 717 17TH Street; Richmond, VA 23228 Denver, CO 80202 (804 )2617400 /FAX (804) 261 -7405 (303) 978 -2000 SEPARATE PERMIT AND APPROVAL REQUIRED M.2)