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Permit D14-0259 - MCCARTER RESIDENCE LOT 7 - NEW SINGLE FAMILY RESIDENCE
McCARTER RESIDENCE, LOT 7 4814 S 150ST FINA L ED 04/13/2022 D14-0259 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0042000148 4814 S 150TH ST COMBOSFR PERMIT Project Name: MCCARTER RESIDENCE, LOT 7 Permit Number: D14-0259 Issue Date: 4/14/2017 Permit Expires On: 10/11/2017 Owner: Name: Address: MCCARTER PROPERTIES LLC 3033 NW 70TH ST, SEATTLE, WA, 98117 Contact Person: Name: MICHAEL McCARTER Address: 3033 NW 70 ST, SEATTLE, WA, 98117 Contractor: M D Z CONSTRUCTION LLC 10307 41ST TRL SE , OLYMPIA, WA, 98513 M DZCO L* 983J1 MCCARTER PROPERTIES LLC 3033 NW 70TH ST, SEATTLE, WA, 98117 Phone: (206) 579-7915 Phone: Expiration Date: 12/20/2018 DESCRIPTION OF WORK: CONSTRUCTION OF 2320 SF 2-STORY SFR WITH BASEMENT, 470 SF GARAGE, AND 100 SF COVERED DECK. Project Valuation: $345,173.50 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA • Fees Collected: $11,825.26 Occupancy per IBC: R3 Water District: 125 Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: No Permit Center Authorized Signature: Volumes: Cut: 300 Fill: 200 Number: 0 1 4 A Date: IA' I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit a agree to th, con itions attached to this permit. Signature: %/ Date: /i/ %/ Print Name: L�.9 ljLer /V/c 4J�-'r Arv_rAy / /� i This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 5: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 6: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 7: 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. 8: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 9: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 10: Any material spilled onto any street shall be cleaned up immediately. 11: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 12: 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. 13: The Land Altering Permit Fee is based upon an estimated 300 cubic yards of cut and 200 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. 14: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 15: 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. 16: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 17: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 18: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 19: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 20: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 21: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 22: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 23: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 24: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 25: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 26: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 27: ***BUILDING PERMIT CONDITIONS*** 28: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 29: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 30: 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. 31: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 32: 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. 33: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 34: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 35: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 36: All wood to remain in placed concrete shall be treated wood. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: 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. 39: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 40: 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. 41: 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). 42: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 43: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 44: 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. 45: ***MECHANICAL PERMIT CONDITIONS*** 46: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 47: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 48: Manufacturers installation instructions shall be available on the job site at the time of inspection. 49: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 50: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 51: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 52: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 53: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 54: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 55: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 56: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 57: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 58: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 59: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 60: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 61: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 62: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 63: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 64: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 65: Any trees removed from a steep slope area are subject to replacement per TMC 18.54 and the City's environmental regulations found in TMC 18.45. 74: The fire access road including the grasscrete turnaround leg to be stenciled/signed as "FIRE LANE NO PARKING" on both sides of both road. 66: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 67: All new sprinkler systems and all modifications to existing sprinkler 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. 2436). 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: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 71: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 68: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 72: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 73: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR . CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. V Li - V L Project No. Date Application Accepted: rI D Date Application Expires: b �� (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 King Co Assessor's Tax No.: ev yol O ©O I y$ Site Address:8 5, l5 S* (tot 7) Suite Number: Floor: Tenant Name: / New Tenant: ❑ Yes ❑ ..No PROPERTY OWNER Name:bloe Wafer Col y-Kc-faA1 1"C. IS-F4Q 5 Address: eij jai. l Ci State:' �': lie IIeU ut l4/g Zi p 9Sc CONTACT PERSON — person receiving all project communication Name: lcS/ FrItQNd Address: (g Li q ia. i S+A e 5E City: oe l l eu U, e State: 4 /7 1 Zip: cjC ✓ Lids: Phone:Q9y� q3Fax: Email: roSI Q bI ye tvaFer cokhiC4lbn) tk.coY►'1 GENERAL CONTRACTOR INFORMATION Company Name: B) ue (teader cat/54.6.4,4N;i,,C. Address: i g y qh i S-P Aie .SE City: 8e II e ict 'Q State: wA Zip: 9 Foos_ Phone:1. Kg I,34 t3 Fax: Contr Reg No. Uf ivWG viaLLExp Date: !,3 I , 15 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: 45Cee{ 6)/ec_i4,eN Architect Name: l\,NNa %VtsCo rof• Address: 13t 5 AUw /FA 4ve City: per,f14r"1 State: of Zip:92 s) Phone63.o - gib' Fax:593,.225, e 33 Email: ONA/aril e 5604 . ce rrk ENGINEER OF RECORD Company Name: Rowe II gAI}Avpr,(Ng. / Engineer Name: 1} G1 e ke.11 Address: 13O5.— N 14) le Aoe City: pD f. .10 A d State: eg Zip:77 e? Phone:? en b J Fax: . aas e ,9,. 3 Emai1j8NN4 Y►1 /v‘.66,,,a •corms LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: ii Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 I PROJECT INFORMATION — Valuation of project (contractor's bid price): $ .02J 30 Scope of work (please provide detailed information): n-i yew SP fp DETAILED BUILDING INFORMATION — PROJECT FLOOR AREAS PROPOSEI) SQUARE FOOTAGE Basement P ��O l st floor 2nd floor , Z 7 Garage carport ■ <1 70 Deck — covered ® uncovered ❑ l (5 Total square footage 02QPI Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6 5-©6 - fuel type: ❑ electric ,gas 1 furnace <100k btu ( appliance vent -.3 ventilation fan connected to single duct 1 thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 3 _1-ft Gad bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system 3 clothes washer shover water closet gas: piping outlets H:\Applications\rorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Page 2 of 4 CITY OF TUB ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov • Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: (For o ice use only COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: PROPERTY OWNER Name: Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: City: State: Zip: Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications\Forms-Applications On Line\20I 1 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PUBLIC WORKS PERMIT INF6, MATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ...Tukwila ❑... Water District #125 ❑ .. Highline ...Water Availability Provided 4S er District Tukwila ❑ ...Valley View ...Sewer Use Certificate 0...Sewer Availability Provided ❑ .. Renton 0 .. Renton ❑ .. Seattle Septic System: 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. brained with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size — 22" x 34") ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that amity): ❑ ...Right-of-way Usc - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ti,,..Total Cut ...Total Fill cubic yards ' ID cubic yards Geotechnical Report . Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Usc - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone A. Storm Drainage Sanitary Side Sewer 0 .. Abandon Septic Tank ...Cap or Remove Utilities 0 .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut slyi....Traffic Control Looped Fire Line .Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... 111 " WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public 0 Private ❑ ...Water Main Extension Public 0 Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: g I t 2 (,da4ett (r1A5-krUC-1t`oA) Mailing Address: 1' 7�5—I "1�j %01 (C-f 4P 5E Water Meter/�Refund/Billing: Name: B)up UJalet (0ni5sk' asf tb�,--NC.. Mailing Address: /61 _I p-4.1154 42- 5E Day Telephone: 61eIlevu-2 City Day Telephone: %-I,3g 93 rJ 651) ee llevu,e u,f1 9eogi City State Zip 1 J.3993 066 State Zip H:\Applications\Forms-Applications On Line\2011 Applications1Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Paige 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 fo:r 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 Signature: �GE� Date: Print Name: ' JI 1�' �tP�� I"''P5l oteN-( Day Telephone: q 69V, 3793 Mailing Address: D' q A / sf dv2 �)°l�� vt e, t v 9 05- City State Zip H:1Applications\Forms-Applications On Linc12011 Applications\Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 t BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust Estimated fees PROJECT NAME McCarter Residences (Lof '7 PERMIT # D14-0259 ( CIO s14 S. 150* ST ) 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 457eee7ea ;sop Erosion prevention $7,000-4)9 35'e0 Water/Sewer/Surface Water $20,000.00 Road/Parking/Access $15,000.00. A. Total Improvements 41 Do* -$477e3e7e0 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) 5. Enter total excavation volume 300 cubic yards Enter total fill volume 200 cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. R $250 (1) /02 S .$a ,175.09— E $ IoLS 5.oe- (4) RECEIVED CITY OF TUKWILA MAR 2 0 2017 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 --- 101 — 1,000 i $37.00 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 Fees 37.00 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ /3l2 %wee-. / 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 Feb o R CT G N Approved 09.25.02 Last Revised 01/01/14 1 t(LF-01t1 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) 7. Pavement Mitigation Fee $ 102.6 J,.a -e0 (6) f " ) $ 0.00 (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 pavement mitigation fee. 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 Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 7Z 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 1st 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 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 52.50- -$.0,oiu.uu $0.00 $0.00 S 7U7.�e(9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ Jw[3 --- I. Other Fees $ SS Total A through I $ / JZ ..- 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 21 l0�73 8,020.53 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged S60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014 — 12,31.2015 Total Fee 0.75 S625 --... $015 $6630 1 S1125 5,012.50 $16,137.50 1.5 S2425 50;025 S32,450 2 S2825 / 548,040\ S50,865 3 S4425 / S96,080 \ S 100.,505 4 S7825 /' S150,125 157.,950 6 S 12525 $300,250 S312.775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" S300 2.5" S 1,500 3 coMirt 3/ix7l� Clear Form Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT PermitTRAK QUANTITY PAID $9,710.09 D14-0259 Address: 4814 S 150TH ST Apn: 0042000148 $9,710.09 DEVELOPMENT $3,258.60 PERMIT FEE R000.322.100.00.00 0.00 $3,254.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK 12104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR 1R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR 12000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $3,422.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $1,025.00 CONSTRUCTION PLAN REVIEW 12000.345.830.00.00 0.00 $1,025.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $72.00 TRAFFIC IMPACT FEE 12104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $239.61 TECHNOLOGY FEE R000.322.900.04.00 0.00 $239.61 TOTAL FEES PAID BY RECEIPT: R11274 $9,710.09 Date Paid: Friday, April 14, 2017 Paid By: MCCARTER PROPERTIES LLC Pay Method: CHECK 1097 Printed: Friday, April 14, 2017 11:37 AM 1 of 1 YSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I F PAID $4,,230.34 D14-0258 Address: 4812 S 150TH ST Apn: 0042000147 $2,115.17 DEVELOPMENT $2,115.17 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,115.17 D14-0259 Address: 4814 S 150TH ST Apn: 0042000148 $2,115.17` DEVELOPMENT $2,115.17 PLAN CHECK FEE R000.345.830.00.00 0.00 52,115.17 TOTAL FEES PAID BY RECEIPT: R2806 $4,230.34 Date Paid: Thursday, August 07, 2014 Paid By: BLUE WATER CONSTRUCTION Pay Method: CREDIT CARD 073914 Printed: Thursday, August 07, 2014 11:39 AM 1 of 1 SYSTEMS Approach for Limiting Tree Removal "Pur ft4.1 AVERAGE opLW I ,.TINE, TY7 111. r1. BUI? DIN{ ouru j ,111 1ANGUu / ,! 1 p SILT DIKE OR J I 11 EQUAL TYP / N l ''(SCE NOTCi_ FILTER FABRIC FEfl ING, TYP CLEARING -tumr-rs TYP Its TEMPcs X IN1''.RCE AVERAGE GRADE LINE — L I-£Rl'f TQ,EE USED TO COLLECT 12UIOFF DURING CONSTRUCTION REFERTO BHT C2.0. --- INSTALL Ftt E F;.BR INLET TO PREVENT SEDIMEIF FROM E.NTERI G PIPE. TYP TELPORAJitY- C ow-Oi T I4 ! Er mANGE (SI NOTE 2 1111M0.54=Ipm sum WOO IEVVED FOR a COMPLIANCE PPROVED n kA R042017• yyt of Tukwila ONG DIVISION NOTE: • No trees will be removed from the steep slope area or within sensitive wetland area or buffer. • Groundcover vegetation will be maintained adjacent to steep slope Geotechnical analysis (see attached) rees that tree removal in the latively flat construction area is both cessary and acceptable. undary of steep slope and clearing its will be marked prior to any construction or removal of trees. s many existing trees and plants as ssible will be retained within the nstruction area to maintain the property value and natural aesthetic • Trees to potentially be removed from flat area may include: 1). Filbert Bush 2). 8" Western Red Cedar 3). 12" Western Red Cedar 4). 18" Black Cottonwoods (two) 5). 3 to 8 Broadleaf Maples • Additional trees and landscaping will be added to the property after construction using species selections based in part on recommendations of landscape architect and City of Tukwila RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER ��, T Rff' DI 4- glrfl DRAINAGE CONTROL REPORT MCCARTER PROPERTIES 48xx South 150th Street Tukwila, WA 40E02 Apo. IESES 08i3010$ Prepared by Layton & Sell, Inc., P.S. 12515 Willow Rd NE, Suite 205 Kirkland, WA 98034 (425) 825-17'35 January 15, 2007 Job #: 486-01 REVIEWED FOR CODE COMPLIANCE APPROVED PR 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 072014 PERMIT CENTER MCCARTER PROPERTIES DRAINAGE CONTROL REPORT Job No. 486-01 January 15, 2007 Project Location: 48xx South 150th Street Tukwila, WA Owner: Civil Engineer: Site Area: Legal: Lot 6 - Parcel #004-200-0147 Lot 7 - Parcel #004-200-0148 Michael McCarter 3033 NW 70th Street Seattle, WA 98117 Layton & Sell, Inc., P.S. 12515 Willows Rd NE, Suite 205 Kirkland, WA 98034 Contact: Gwendolyn M. McHugh, P.E. (425) 825-1735 Lot 6: 39,093 sf (+/-), 0.9 acres (+/-) Lot 7: 39,078 sf (+/-), 0.9 acres (+/-) Total: 78,171 sf (+/-), 1.8 acres (+/-) TAX LOT 0042000147: THE EASTERLY 20 FEET OF THE SOUTH HALF OF TRACT 5 AND TRACT 6, EXCEPT THE WESTERLY 20 FEET OF THE NORTH HALF OF SAID TRACT 6, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PARCEL B OF TUKWILA BOUNDARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.9012050391). TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES RECORDED UNDER KING COUNTY RECORDING NO. 8908181381; TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. TAX LOT 0042000148: TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PARCEL B OF TUKWILA BOUNDARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.9012050391). Layton & Sell, Inc., P.S. 1 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES RECORDED UNDER KING COUNTY RECORDING NO. 8908181381; SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. 1.0 PROJECT DESCRIPTION This report contains technical drainage information and analysis for the McCarter Properties project located in the City of Tukwila, WA. Refer to the separately bound "McCarter Properties" civil plan set by Layton & Sell, Inc., P.S., dated January 15, 2007 for additional information and details. The project site includes two Tots. The purpose of this project is to construct one single- family residence on each lot and upgrade the existing access driveway for these Tots from gravel to asphalt pavement. The King County Surface Water Design Manual (KCSWDM), Sept. 1998, was used as a basis for the drainage control design for this project. 2.0 EXISTING CONDITIONS There are no existing structures on this site. A ravine starts near the western property line and cuts east across the middle of the site. The ravine has steep side slope angles (about 1.5H:1V to 2H:1V) and there is a wetland/stream area at the base of the ravine. The steep slope areas are covered with a moderately dense growth of mature maple and cedar trees and light to moderate groundcover. The wetland/stream area has been determined to be either a Type 3 wetland or Type 4 watercourse by the project environmental engineer. (Refer to the critical areas review prepared by PBS Engineering and Environmental, dated 9/8/2005 for additional wetland/stream and sensitive area information for this site.) This ravine area is undevelopable due to the steep slopes and wetland/stream area. Of the 1.8 acre site, about 1.36 acres are undevelopable. The remaining developable site area along the southern property line at the top of the ravine (about 0.44 acres) is currently covered by grass, weeds & blackberries. The developable area slopes to the east/northeast at about 10 to 25%. The site is bordered by S 148th St. to the north and single-family residences to the south, west and east. Due to the ravine area which crosses the center of the site from west to east, the developable area cannot be accessed from S 148th St. The project site is instead accessed from South 150th St. to the south via a gravel shared access driveway which enters the site at the SE corner of Lot 7. The gravel driveway is included in an existing ingress, egress and utility easement shared with the properties to the south. The gravel driveway is relatively flat with an overall slope to the east and slight slope to the north. Layton & Sell, Inc., P.S. 2 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 3.0 DEVELOPED CONDITIONS The proposed development includes the construction of two single-family residences with attached garages (approximate footprint area = 1,053 sq ft each). Additional improvements include patios, porches and walkways for each residence, retaining walls, an access driveway to serve each residence, and drainage, water, sewer, communications and power to services for both residences. Portions of the access driveways on the site will be surfaced with pervious pavers and grasscrete to reduce the amount of impervious surface on this site. The total impervious area on this site (excluding the pervious pavers and grasscrete areas) will be about 4,500 sq ft. As part of the proposed development, the existing 300' (+/-) gravel shared access driveway will be resurfaced with asphalt. The existing gravel surface is considered to be currently impervious since it has been in use for about 10 years and the soils in this area are primarily glacial till. A hammerhead turn around will be constructed on the project site at the north end of the access roadway to provide for fire and emergency vehicle access to the site. 4.0 KING COUNTY CONDITIONS AND REQUIREMENTS SUMMARY This section will address the Core and Special Requirements as they apply to this project. CORE REQUIREMENT #1: Discharge at the Natural Location The proposed drainage system will continue to drain as it does under existing conditions. CORE REQUIREMENT #2: Offsite Analysis A Level 1 downstream analysis has been completed. Refer to figure 2 for a delineation of the upstream and downstream areas. The onsite development area drains directly into a stream at the bottom of the ravine which crosses the site. This stream drains to the east across the neighboring property and is collected by an 18" culvert which crosses under 51St Ave S. Based on discussions with the owner of the neighboring property to the east (Parcel # 0042000160) it is our understanding that water is found in the stream year-round. This neighbor has been the owner of this property for many years and some minor stream maintenance has been completed in the past. Layton & Sell visited the site on 11/22/06 during a fairly major storm event. The water surface elevation within the stream channel was close to the top of bank in only in two locations. These two locations are: 1) at the wetland area, about 330 ft upstream from the 18" culvert; 2) south of the neighboring property owner's house, about 120 ft upstream from the 18" culvert. Evidence of significant overtopping was not observed in these locations. Some groundwater seepage was observed near the south side of the house about 30 ft from the stream bank. The existing stream bank is gravel lined and the property owner has not observed any significant changes to the stream in the past. The contributing basin to the stream (Basin 1) has been reviewed by Layton & Sell and it has been determined that the proposed onsite development will increase the runoff to the stream to the east by about 0.06 cfs under 100-year, 24-hour design storm event. (Refer to Section 9.0 of this report for the runoff calculations.) Based on the above information it Layton & Sell, Inc., P.S. 3 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT is our determination that the proposed project will not create any significant stream bank erosion or adverse impacts to the downstream system. The shared access driveway area drains overland across the property to the east and is ultimately collected by ditches along the west side of 51st Ave S. These ditches drain to both the north and south. The ditch draining to the north is collected by the same 18" culvert that the neighboring stream drains into. The ditch draining to the south is collected by a 12" culvert crossing under 51st Ave S. The contributing basin to the ditches along 51st Ave. S. (Basin 2) has been reviewed by Layton & Sell and it has been determined that the proposed shared access easement improvements will increase the runoff to the stream to the east by about 0.01 cfs under 100-year, 24-hour design storm event. (Refer to Section 9.0 of this report for the runoff calculations.) Both the 18" and 12" culverts discharge into the large wetland along the west side of 1-5. The shared access roadway improvements together with the proposed onsite development will result in a total increase peak flow of 0.07 cfs during a under 100-year, 24-hour design storm event. It is our understanding that there are no major problems with the culverts or wetland area at this time. Based on the above information it is our determination that the proposed project will not create any significant adverse impacts to the downstream system. CORE REQUIREMENT #3: Flow Control Detention is not proposed since this site meets the requirements of exemption #3 on page 1-27 of the KCSWDM. This exemption requires that the proposed development will generates less than a 0.1 cfs increase in the 100-year peak flow rate. This project will result in a toal increase of 0.07 cfs, which is less than the required 0.1 cfs. The site is also a single-family residential project and the requirements of Appendix C have been applied where feasible. In particular, pervious pavers and grasscrete surfaces have been used to reduce the amount of new impervious surface on the site. Also, an infiltration trench has been proposed to collect runoff from the shared access driveway. Refer to the separately bound civil plan set by Layton & Sell, Inc., P.S., dated January 15, 2007 for additional information and details. The discharge from the onsite area and shared access driveway has been designed to help minimize the effect on the downstream system. The proposed project should not create any significant adverse impacts to the downstream system. CORE REQUIREMENT #4: Conveyance System The conveyance system has been designed as specified by the King County Surface Water Design Manual (KCSWDM) dated Sept. 1998. Refer to Section 10.0 for additional information. CORE REQUIREMENT #5: Erosion & Sedimentation Control Erosion and sedimentation control measures will be provided for this project. Refer to Section 6.0 of this report and sheet C5.0 of the separately bound "McCarter Properties" civil plans by Layton & Sell, Inc., P.S., dated Jan. 15, 2007 for additional information and details. Layton & Sell, Inc., P.S. 4 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT CORE REQUIREMENT #6: Maintenance and Operations The owners of these properties will be responsible for the maintenance of the drainage system. Refer to Section 7.0 of this report. CORE REQUIREMENT #7: Financial Guarantees and Liability Any financial guarantees required by the City of Tukwila for this project will be provided by the site developer. CORE REQUIREMENT #8: Water Quality Spill control type oil/water separation is proposed for the onsite development to provide water quality protection of the downstream system. Oil/water separation will be provided by installing down -turned elbows on the outlets of CB2 and CB4 which collect runoff from the onsite paved areas. Additional water quality treatment is not proposed for the project site since the proposed onsite development will result in less than 5,000 sq ft of new pollution generating impervious surface (PGIS). The onsite development will also result in less than 1 acre of pollution generating pervious surface (PGPS). Spill control type oil/water separation is proposed for the offsite improvements to provide water quality protection of the downstream system. Oil/water separation will be provided by installing a down -turned elbow on the outlet of CB10 which collects runoff from the shared access driveway. Additional water quality treatment is not proposed for the offsite improvements to the shared access driveway since the shared access driveway improvements will result in Tess than 5,000 sq ft of new PGIS. The offsite improvements will also result in Tess than 1 acre of pollution generating pervious surface (PGPS). SPECIAL REQUIREMENT #1: Other Adopted Area -Specific Requirements There are no other area -specific requirements for this site. SPECIAL REQUIREMENT #2: Flood Hazard Delineation This site is not located within, near or adjacent to a flood hazard area. SPECIAL REQUIREMENT #3: Flood Protection Facilities There are no flood protection facilities (existing or proposed) located on or downstream of this site. SPECIAL REQUIREMENT #4: Source Controls This project is exempt from the source control requirements. SPECIAL REQUIREMENT #5: Oil Control This site does not meet the requirements for a high -use site. Layton & Sell, Inc., P.S. 5 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 5.0 SITE GEOLOGY A geotechnical report was prepared by Icicle Creek Engineers, dated 7/9/2004, File No. ICE 0506-001. Based on this report, the onsite soils are primarily glacial till which is limited in its use with stormwater infiltration methods. From the geotechnical report, the ravine area appears to be stable, but the geotechnical engineer has recommended that surface water not be discharged to the slope and instead the stormwater should be tightlined to a controlled discharge location. Refer to the geotechnical report or contact James Brisbine at Zipper Zeman Associates (425-746-1889) for additional information regarding the existing site conditions and geotechnical recommendations. Additional geotechnical information for the existing shared access driveway was provided in a report prepared by Creative Engineering Options Inc., dated March 7, 1991, Job No. 91-1138. Based on this report an infiltration trench was recommended to be installed within the southern portion of the easement area along the western edge of the driveway. Based on field observations it appears that an infiltration trench was installed in this location. 6.0 DRAINAGE CONTROL DURING CONSTRUCTION A filter fabric fence shall be installed at the top of the steep slope area and surface water runoff from the work area shall be directed away from the top of the slope. At the beginning of construction the proposed permanent overland pipe and energy dissipater shall be installed and all concentrated surface water runoff from the work area shall be directed to the overland pipe which will convey the water to the base of the slope. Refer to sheet c5.0 of the separately bound "McCarter Properties" civil plan set by Layton & Sell, Inc., P.S., dated January 15, 2007 for additional information and details. It shall be the contractor's obligation and responsibility during the course of construction to implement temporary erosion control measures (such as catch basin inserts, filter fabric fences, sediment traps/ponds, interceptor dikes/swales, etc.) as may be needed to protect adjacent properties and the water quality of the receiving drainage system. The contractor shall also cover embankments and disturbed surfaces with mulches, plastic sheeting or jute matting to control erosion during inclement weather and stabilize the site as soon as possible with hydroseed or by other means. 7.0 MAINTENANCE The owners shall be responsible for the regular inspection and maintenance of the on - site drainage facilities & structures including the catch basins, yard drains, pipes and/or downspouts. Layton & Sell, Inc., P.S. 6 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 8.0 DRAINAGE CONDITIONS SUMMARY Refer to the Existing & Developed Conditions section of this report for a description of the on site conditions. Refer to the separately bound McCarter Properties Civil Plan Set by Layton & Sell, Inc., P.S., dated Jan. 15, 2007, for additional information. The summary table below includes the surface characteristics for the existing site conditions. ONSITE SURFACE CONDITIONS Total Site Area = 78,171 sq ft = 1.8 acres Surface Tvpe EXISTING CONDITIONS Imp. area sq. ft.) Pervious area (sq. ft.) Percent DEVELOPED CONDITIONS Imp. Pervious area area (sq. ft.) (sq. ft.) Percent oi° Roof Driveway Pavement Walks/Patio/Stairs Pervious Pavers Grasscrete Lawn / Landscaping Pasture Grass/Brush Forested 0 0 0 0 0 0 0 18,977 59,194 0% 0% 0% 0% 0% 0% 24% 76% 2,692 1,501 307 0 1,781 1,227 6,155 5,314 59,194 3% 2% 0% 2% 2% 8% 7% 76% Subtotal Impervious Subtotal Pervious 0 78,171 0% 100% 4,500 73,671 6% 94% 100% 100% Layton & Sell, Inc., P.S. 7 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT SHARED ACCESS EASEMENT SURFACE CONDITIONS Total Site Area = s 9,289 Surface Tvpe ft = 1 0.21 acres EXISTING CONDITIONS Imp. Pervious area area sq. ft. (sq. ft.) Percent 0/0 DEVELOPED CONDITIONS Imp. Pervious area (sq. ft.) area Percent (sq. ft.) °io Roof 0 0% 0 0% Driveway Pavement 249 3% 6,510 70% Walks/Patio/Stairs 0 0% 0 0% Gravel Driveway 4,000 43% 106 1% Lawn / Landscaping 1,769 19% 627 7% Pasture Grass/Brush 3,271 35% 2,046 22% Forested 0 0% ; 0 0'% Subtotal Impervious 4,249 46% 6,616 1 71% Subtotal Pervious 5,040 54% 2,673 29% 100% 100% EXISTING DRAINAGE CONDITIONS The existing onsite area drains overland towards the east/northeast to the wetland/stream area alt the base of the ravine. The existing shared access driveway area drains to the east. The southern portion of the driveway drains to an infiltration trench on the west edge of the driveway, however there is an existing yard drain at the north end of the infiltration trench which appears to collect overflow runoff from the infiltration trench during larger storm events. This existing catch basin discharges through a pipe which crosses the driveway and appears to discharge on the east side of the driveway. DEVELOPED DRAINAGE CONDITIONS The developed onsite drainage system will continue to drain to the wetland/stream area at the base of the ravine as it does under existing conditions. The runoff from the developed site area will be collected by an onsite collection & conveyance system which will discharge to a single overland pipe. The overland pipe will convey the surface water runoff over the steep slope area to a gabion energy dissipater alt the base of the ravine to protect the steep slope area from erosion. The developed drainage system for the access driveway will continue to drain as it does under existing conditions. The existing infiltration trench will be replaced by a new inflitration trench with an overflow pipe to protect the new asphalt pavement. The new infiltration trench will continue to overflow to a catch basin at the north end of the trench. This catch basin will drian east under the driveway to a second catch basin structure. The second catch basin will allow water to overflow the grate and the stormwater will continue to drain overland to the east as it does under existing conditions. Layton & Sell, Inc., P.S. 8 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 9.0 UPSTREAM & DOWNSTREAM DRAINAGE SYSTEM The project site is part of a larger basin which drains into the onsite ravine. The runoff then collects into a stream which crosses the property to the east and drains into an 18" culvert crossiing under 51st Ave S. The 18" culvert ultimately discharges to a large wetland area to the east of the sil:e and along the west side of 1-5. The shared access driveway area is also part of a larger basin area which drains overland to the east until being collected by the ditches along the west side of 51st Ave S. These ditches drain to both the north and south. The ditch draining to the north is collected by the same 18" culvert mentioned previously. The ditch draining to the south is collected by a 12" culvert crossing under 51st Ave S. Both the 18" and 12" culverts discharge into the large wetland along the west side of 1-5. Refer to the Basin Map, Figure 2, for more information on the basin areas. Layton & Sell, Inc., P.S. 9 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 9.1 BASIN 1 CALCULATIONS The basin including the offsite and onsite areas which drains to the stream has been reviewed under existing and developed conditions. Refer to the following calculations. SURFACE CONDITIONS OF AREA DRAINING TO THE STREAM Total Site Area = Surface Type 678,153 sq ft 15.57 acres EXISTING CONDITIONS Imp. area (sq. ft.) Pervious area (sq. ft.) Percent DEVELOPED CONDITIONS Imp. area (sq. ft.) Pervious area Percent (sq. ft.) °o Residential Roof & Drive ** Public Roadway Pavement 86,250 28,604 13% 4% 86,250 28,604 13% 4% Onsite Roof 0 0% 2,692 0% Onsite Driveway Pavement 0 0% 1,501 0% Walks/Patio/Stairs 0 0% 307 0"/0 Gravel Driveway 0 0% 0 0% Pervious Pavers 0 0 0% 891 891 0"/0 Grasscrete 0 0% 1,227 0% Lawn / Landscaping 316,508 47% 322,663 48% Pasture Grass/Brush 98,430 15% 84,767 12% Forested 148,361 22% 148,361 22% Subtotal Impervious 114,854 17% 120,245 18% Subtotal Pervious 563,299 83% 557,909 82% 00% 100% ** Assume 3,750 sq ft impervious surface for each house in the basin. There are 23 houses within the basin. RUNOFF CALCULATIONS: Using KCRTS, the existing and developed peak flows from Basin 1: Existing: Surface Area Till Forest 3.41 acres Till Pasture 2.26 acres Till Grass 7.27 acres Impervious 2.64 acres Layton & Sell, Inc., P.S. 10 of 21 1/15/07 GMM MCCARTER PROPERTIES DRAINAGE CONTROL REPORT 486-01 KCRTS Results: Location = Sea-Tac Time Step = Hourly Data Type = Reduced Scale Factor = 1.00 Flow Frequency Analysis Time Series File:ex-basinl.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 1.55 1.01 1.86 0.804 1.01 1.64 1.51 3.30 Computed Peaks Developed: Peak Flow Rates --- Rank Time of Peak 4 2/09/01 7 1/05/02 2 2/27/03 8 8/26/04 6 10/28/04 3 1/18/06 5 11/24/06 1 1/09/08 2:00 16:00 7:00 2:00 16:00 16:00 3:00 6:00 ------Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 3.30 1 100.00 1.86 2 25.00 1.64 3 10.00 1.55 4 5.00 1.51 5 3.00 1.01 6 2.00 1.01 7 1.30 0.804 8 1.10 2.82 50.00 Surface Area Till Forest 3.41 acres Till Pasture 1.95 acres Till Grass 7.46 acres Impervious 2.76 acres 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Layton & Sell, Inc., P.S. 11 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT KCRTS Results: Flow Frequency Analysis Time Series File:dev-basinl.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 1.58 1.04 1.90 0.836 1.05 1.67 1.54 3.36 Computed Peak Flow Rates --- Rank Time of Peak Peaks 4 2/09/01 7 1/05/02 2 2/27/03 8 8/26/04 6 10/28/04 3 1/18/06 5 11/24/06 1 1/09/08 2:00 16:00 7:00 2:00 16:00 16:00 3:00 6:00 RUNOFF CALCULATIONS SUMMARY: -----Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 3.36 1 :100.00 1.90 2 25.00 1.67 3 10.00 1.58 4 5.00 1.54 5 3.00 1.05 6 2.00 1.04 7 1.30 0.836 8 1.10 2.87 50.00 Existing Developed Increase Runoff Freq. Peak (cfs) Peak (cfs) (cfs) 2-year 1.01 1.05 0.04 10-year 1.64 1.67 0.03 25-year 1.86 1.90 0.04 100-year 3.30 3.36 0.06 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Based on the above calculations, there will be Tess than a 0.1 cfs increase in the peak flow from Basin 1 due to the proposed development. Layton & Sell, Inc., P.S. 12 of 21 1/15/07 GMM MCCARTER PROPERTIES 4136-01 DRAINAGE CONTROL REPORT 9.2 BASIN 2 CALCULATIONS The basin including the offsite areas and shared access driveway which drains to the ditches along 51st Ave S. has been reviewed under existing and developed conditions. Refer to the following calculations. SURFACE CONDITIONS OF AREA DRAINING TO THE DITCHES Total Site Area = 226,013 sq ft = 5.1� acres Surface Type EXISTING CONDITIONS Imp. Pervious area (sq. ft.) area (sq. ft.) Percent DEVELOPED CONDITIONS Imp. Pervious area area (sq. ft.) (sq. ft.) Percent Residential Roof & Drive ** Public Roadway Pavement Onsite Roof 41,250 0 0 18% 0% 0% 41,250 0 0 18% 0% 0% Onsite Driveway Pavement 249 0% 6,510 31)/0 Walks/Patio/Stairs 0 0% 0 0% Gravel Driveway 4,000 2% 106 0"/0 Pervious Pavers 0 0 0% 0 0 0% Grasscrete 0 0% 0 0% Lawn / Landscaping 128,503 57% 127,361 56% Pasture Grass/Brush 3,271 1% 2,046 1% Forested 48,740 22% 48,740 22% Subtotal Impervious 45,499 20% 47,866 21% Subtotal Pervious 180,514 80% 178,147 79% 100% 100% ** Assume 3,750 sq ft impervious surface for each house in the basin. There are 11 houses within the basin. RUNOFF CALCULATIONS: Using KCRTS, the existing and developed peak flows from Basin 2: Existing: Surface Area Till Forest 1.12 acres Till Pasture 0.08 acres Till Grass 2.95 acres Impervious 1.04 acres Layton & SeII, Inc., P.S. 13 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT KCRTS Results: Location = Sea-Tac Time Step = Hourly Data Type = Reduced Scale Factor = 1.00 Flow Frequency Analysis Time Series File:ex-basin2.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.564 0.377 0.684 0.315 0.396 0.595 0.548 1.21 Computed Peaks Developed: Peak Flow Rates --- Rank Time of Peak 4 2/09/01 7 1/05/02 2 2/27/03 8 8/26/04 6 10/28/04 3 1/18/06 5 11/24/066 1 1/09/08 2:00 16:00 7:00 2:00 16:00 16:00 3:00 6:00 ------Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 1.21 1 100.00 0.684 2 25.00 0.595 3 10.00 0.564 4 5.00 0.548 5 3.00 0.396 6 2.00 0.377 7 1.30 0.315 8 1.10 1.03 50.00 Surface Area Till Forest 1.12 acres Till Pasture 0.05 acres Till Grass 2.92 acres Impervious 1.10 acres 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Layton & Sell, Inc., P.S. 14 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT KCRTS Results: Flow Frequency Analysis Time Series File:dev-basin2.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.574 0.388 0.696 0.329 0.413 0.605 0.559 1.22 Computed Peaks Peak Flow Rates --- Rank Time of Peak 4 2/09/01 7 1/05/02 2 2/27/03 8 8/26/04 6 10/28/04 3 1/18/06 5 11/24/06 1 1/09/08 2:00 16:00 7:00 2:00 16:00 16:00 3:00 6:00 RUNOFF CALCULATIONS SUMMARY: Runoff Freq. 2-year 10-year 25-year 100-year Existing Peak (cfs) 0.40 0.60 0.68 1.21 Developed Peak (cfs) 0.41 0.61 0.70 1.22 Flow Frequency Analysis - - Peaks - (CFS) 1.22 0.696 0.605 0.574 0.559 0.413 0.388 0.329 1.05 Increase (cfs) 0.02 0.01 0.01 0.01 - Rank Return Prob Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Based on the above calculations, there will be less than a 0.1 cfs increase in the peak flow from Basin 2 due to the proposed development. Layton & Sell, Inc., P.S. 15 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 10.0 CONVEYANCE SYSTEM CALCULATIONS This section checks the capacity of various storm drain pipe which represent critical links. Conveyance segment calculations which are not provided below may be requested from Layton & Sell. The rational method, per the King County Surface Water Design Manual (KCSWDM) has been used to calculate the design flows. 10.1 CONVEYANCE CALCULATION METHOD The sizes and slopes of the conveyance piping are checked using the Rational Method. The flow rate is calculated with the use of the following equation: Q=C*I*A where, Q = peak flow (cfs) C = estimated runoff coefficient A = contributing area (ac) I = peak rainfall intensity (in/hr) RUNOFF COEFFICIENT The runoff coefficient is calculated by the following equation: INTENSITY Cc = (C1*A1 + C2*A2..Cn*An)/At where, Cc = Curve number for contributing area At = Total Contributing Area A1,2,..n = Area of a particular surface within the contributing area CI,2,..n = Curve number for a particular surface I=P*i where, i=a*Tcb I = peak rainfall intensity (in/hr) P = 24-hour precipitation for a given return frequency (in) i = unit peak intensity factor a, b = coefficients Tc = Time of Concentration (min) Layton & Sell, Inc., P.S. 16 of 21 1/115/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT Return Freq. P (in) ** 2-year 2.00 10-year 2.90 100-year 3.99 **Precipitation values taken from the KCSWDM. TIME OF CONCENTRATION A minimum time of concentration of 6.30 minutes will be used. Tt = L / (60*V) where, V = kr*sqrt(s) Tt = travel time (min) L = flow length (ft) V = average velocity (ft/s) kr = velocity factor s = slope of flow path ft/ft) 10.2 CHECK CAPACITY OF 6" OVERLAND PIPE Contributing Areas & Curve Numbers: Basin Area = 13,633 sq ft = 0.31 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 2,692 0.90 A/C Pavement 1,501 0.90 Walkways / Patios 307 0.90 Pervious Pavers * 891 0.25 891 0.90 Grasscrete 1,227 0.25 Lawn / LS 6,125 0.25 Totals 8,243 0.25 5,391 0.90 C for site = 0.51 * Pervious Pavers are to be considered 1/2 pervious and 1/2 impervious for drainage calculations. Layton & Sell, Inc., P.S. 17 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT TIME OF CONCENTRATION It has been assumed that the time of concentration will be Tess than the minimum. Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in/hr) 2 year 1.58 0.58 0.543 2.00 1.09 10 year 2.44 0.64 0.751 2.90 2.18 100 year 2.61 0.63 0.819 3.99 3.27 DESIGN FLOW: Return Freq. C I A 2 year 0.51 1.09 0.31 10 year 0.51 2.18 0.31 100 year 0.51 3.27 0.31 Q 0.172 0.346 0.518 PIPE SIZING: All pipes will be sized for the 100 year, 24 hour design storm event. Manning's formula for open channel flow = Q=(1.486/n)*A*R"2/3*S^1/2 Given Round Pipe: Manning's Coef, n = 0.009 HDPE Pipe Size = 6.000 inches Interior Diameter, D = 5.094 inches Slope = 0.0200 ft/ft Depth of Flow, h = 3.15 inches Results (assumes constant n): Full Pipe Area, A = 0.14 sq ft Flow Area, a = 0.09 sq ft Wetted Perimeter, P = 0.77 feet Hydraulic Radius, R = 0.12 feet Q full = 0.74 cfs V full = 5.2 fps @ depth = 3.15 inches, V = 5.7 fps @ depth = 3.15 inches, Q = 0.521 cfs , OK Layton & Sell, Inc., P.S. 18 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 10.2A CALCULATE MAXIMUM VELOCITY AT 6" OVERLAND PIPE OUTLET VELOCITY CALCULATIONS: Manning's formula for open channel flow = Q=(1.486/n)*A*R^2/3*S^1/2. Given Round Pipe: Manning's Coef, n = 0.009 HDPE Pipe Size = 6.000 inches Interior Diameter, D = 5.094 inches Slope = 0.4200 ft/ft Depth of Flow, h = 0.78 inches Results (assumes constant n): Full Pipe Area, A = 0.14 sq ft Flow Area, a = 0.01 sq ft Wetted Perimeter, P = 0.34 feet Hydraulic Radius, R = 0.04 feet Q full = 3.39 cfs V full = 24.0 fps 2 YEAR: @ depth = 0.78 in., V = 12.5 fps @ depth = 0.78 in., Q = 0.172 cfs 10 YEAR: @ depth = 1.1 in., V = 15.4 fps @ depth = 1.1 in., Q = 0.347 cfs 100 YEAR: @ depth = 1.35 in., V = 17.4 fps @ depth = 1.35 in., Q = 0.522 cfs Based on Table 4.2.2.A of the KCSWDM (1998), gabion outfalls are required for discharge velocities between 10-20 cfs. Therefore a gabion energy dissipater will be used at the toe of the slope. Layton & Sell, Inc., P.S. 19 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT 10.3 CHECK CAPACITY OF 6" PIPE FROM CB4 to CBI Contributing Areas & Curve Numbers: Basin Area = 13,633 sq ft = 0.31 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 2,346 0.90 A/C Pavement 329 0.90 Walkways / Patios 190 0.90 Pervious Pavers * 556 0.25 556 0.90 Grasscrete 0 0.25 Lawn / LS 9,657 0.25 Totals 10,213 0.25 3,421 0.90 C for site = 0.41 * Pervious Pavers are to be considered 1/2 pervious and 1/2 impervious for drainage calculations. TIME OF CONCENTRATION It has been assumed that the time of concentration will be less than the minimum. Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in/hr) 2 year 1.58 0.58 0.543 2.00 1.09 10 year 2.44 0.64 0.751 2.90 2.18 100 year 2.61 0.63 0.819 3.99 3.,27 DESIGN FLOW: Return Freq. C I A Q 2 year 0.41 1.09 0.31 0.140 10 year 0.41 2.18 0.31 0.282 100 year 0.41 3.27 0.31 0.422 Layton & Sell, Inc., P.S. 20 of 21 1/15/07 GMM MCCARTER PROPERTIES 486-01 DRAINAGE CONTROL REPORT PIPE SIZING: All pipes will be sized for the 100 year, 24 hour design storm event. Manning's formula for open channel flow = Q=(1.486/n)*A*R"2/3*S^1/2 Given Round Pipe: Manning's Coef, n = 0.013 PVC Pipe Size = 6.000 inches Interior Diameter, D = 6.000 inches Slope = 0.0200 ft/ft Depth of Flow, h = 3.12 inches Results (assumes constant n): Full Pipe Area, A = 0.20 sq ft Flow Area, a = 0.10 sq ft Wetted Perimeter, P = 0.81 feet Hydraulic Radius, R = 0.13 feet Q full = 0.79 cfs V full = 4.0 fps @ depth = 3.12 inches, V = 4.1 fps @ depth = 3.12 inches, Q = 0.424 cfs , OK All additional 6" pipes will have greater slopes and/or smaller contributing areas therefore all 6" pipes will have adequate capacity. Layton & Sell, Inc., P.S. 21 of 21 1/15/07 FIGURES ai'u coastal & civil engineers arks 1 t 1.2-r-77.1 7H • FS.ta 11 146TH ST 0: Y�r 4 148TH ST =� tOL� y 150TH ST mot.'; PQJithgraf- ECT SIT 4 Ore �..i'. „I Layton & Sell, Inc., P.S. 12515 Willows Road NE•Suite 205 Kirkland, Washington 98034-8795 Office: (425)825-1735 ♦ Fax: 825-1363 VICINITY MAP NOT TO SCALE TE: JAN. 15, 2007 Southcentor Mall MCCARTER PROPERTIES 48XX SOUTH 150TH STREET TUKWILA, WASHINGTON ICINITY MAP ark .41 asaq 'ai 111111.. PROJECT NO. 486-01 FIGURE NO. 1 ADDENDUM 1: DRAINAGE CONTROL REPORT MCCARTER PROPERTIES 48xx South 150th Street Tukwila, WA Prepared by Layton & Sell, Inc., P.S. 12515 Willow Rd NE, Suite 205 Kirkland, WA 98034 (425) 825-1735 August 4, 2014 Job No. 486-02 (Original Job No. 486-01) REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 7 2014 PERMIT CENTER 1714--02,s1 ADDENDUM 1 MCCARTER PROPERTIES DRAINAGE CONTROL REPORT Job No. 486-02 (Original Job No. 486-01) August 4, 2014 This project was originally permitted under the name "McCarter Properties", Tukwila Permit #'s D 07043 & D 07044, but the residences were never built and the permits expired. The two properties have been recently sold to Blue Water Construction, Inc., and the new owner is resubmitting the design documents to obtain new permits from the City of Tukwila. This addendum has been prepared to address the city's adoption of the 2009 King County Surface Water Design Manual (KCSWDM), which was adopted after the original permits were issued. With this addendum, Blue Water Construction is also authorized to reuse our previously submitted and approved design plans for the new building permit application. The following is a summary of the revisions to the drainage control report due to the new ownership and the adoption of the 2009 KCSWDM. SUMMARY OF CHANGES: New Owner: Blue Water Construction, Inc. 1849 —121 Avenue Southeast Bellevue, WA 98005 Contact: Josh Friend, Mobile: 425-894-3993 1.0 PROJECT DESCRIPTION This report contains technical drainage information and analysis for the McCarter Properties project located in the City of Tukwila, WA. Refer to the separately bound "McCarter Properties" civil plan set by Layton & Sell, Inc., P.S., dated January 15, 2007 for additional information and details. 2.0 EXISTING CONDITIONS (No Change) 3.0 DEVELOPED CONDITIONS (No Change) Layton & Sell, Inc., P.S. 1 of 3 8/4/14 GMM MCCARTER PROPERTIES 486-02 DRAINAGE CONTROL REPORT (486-01) 4.0 KING COUNTY CONDITIONS AND REQUIREMENTS SUMMARY This section will address the Core and Special Requirements as they apply to this project. CORE REQUIREMENT #1: Discharge at the Natural Location (No Change) CORE REQUIREMENT #2: Offsite Analysis A new downstream analysis has not been completed since the original site visit on 11/22/06. It is unknown if the existing downstream conditions have changed. If the existing conditions are the same as they were in 2006, the proposed project should still not create a significant impact to the downstream system. (Refer to further discussion in the original report.) CORE REQUIREMENT #3: Flow Control Detention is not proposed since this site meets the requirements of exemption #2 on page 1-42 of the 2009 KCSWDM. (!t appears that there have been no changes to this exemption since the previous submission.) CORE REQUIREMENT #4: Conveyance System The conveyance system has been designed as specified by the King County Surface Water Design Manual (KCSWDM) dated Sept. 2009. (It appears that there have been no changes to this requirement since the previous submission.) CORE REQUIREMENT #5: Erosion & Sedimentation Control Erosion and sedimentation control measures will be provided for this project. Refer to Section 6.0 of this report and sheet C5.0 of the separately bound "McCarter Properties" civil plans by Layton & Sell, Inc., P.S., dated Jan. 15, 2007 for additional information and details. CORE REQUIREMENT #6: Maintenance and Operations (No Change) CORE REQUIREMENT #7: Financial Guarantees and Liability (No Change) CORE REQUIREMENT #8: Water Quality (No Change) SPECIAL REQUIREMENT #1: Other Adopted Area -Specific Requirements (No Change) Layton & Sell, inc., P.S. 2 of 3 8/4/14 GMM MCCARTER PROPERTIES DRAINAGE CONTROL REPORT SPECIAL REQUIREMENT #2: Flood Hazard Delineation (No Change) SPECIAL REQUIREMENT #3: Flood Protection Facilities (No Change) SPECIAL REQUIREMENT #4: Source Controls (No Change) SPECIAL REQUIREMENT #5: Oil Control (No Change) 5.0 SITE GEOLOGY (No Change) 6.0 DRAINAGE CONTROL DURING CONSTRUCTION (No Change) 7.0 MAINTENANCE 486-02 (486-01) The property owners shall be responsible for monitoring the proposed outfail on a regular basis and after large storm events. Any required repairs and/or additions to the outfali structure shall be completed immediately if any erosion or sedimentation of the downstream system is observed. 8.0 DRAINAGE CONDITIONS SUMMARY Plan set reference needs to refer to current plan set referenced in Section 1.0 of this Addendum 1. No changes required for original Sections 9.0, 9.1, 9.2 & 10.0. Layton & Sell, Inc., P.S. 3 of 3 8/4/14 JECB Michael McCarter 3033 NW 70th Street Seattle WA 98117 Geotechnical Engineering Special Inspections t=--- Materials Testing n Inspections RE CODECOMPLIANCE CE APPROVED APR 0 4 2011 , Parcdt.9V2M4v7ila BUILDING DIVISION We have designed an Ultra Block segmental gravity walllocated on the east side of the hammer head fire truck turn around area. We offered 2 different designs, one with geogrid and one without. Wall construction should follow the design per the details included and included geogrid when stated per the detail. Calculations for the wall stability are attached. The wall design utilizes the strength parameters listed below. Actual site soils should meet or exceed these parameters; ✓ Block dimensions are Ultra Block,H29"xL59"xD29", stacked in a running bond 1 Wall is 2.4 degrees (1 inch setback per block). ✓ Wall height is 10 foot max. ✓ Traffic loads are anticipated at top of wall and accounted for with 250 psf per WSDOT standards. 1 The back slope is 0. ✓ Retained soils; phi angle = 35 degrees, unit weight = 125 pcf, cohesion=0 (native silty sand to sandy gravel). ✓ Geogrid is Strata grid 500 or approved equal per details. ✓ Day lighted drain pipe should be at a distance equal to or greater than the height of the wall. 1 Backfill is assumed 100%, clean, no fines 1 1/4'crushed rock for at least 2 feet behind the wall, compacted to a firm and non -yielding condition. 1 The wall should be placed on native undisturbed, firm and non -yielding ground. Design assumes bearing soils to be solid and undisturbed. A 6 inch leveling pad of 5/8" crushed rock is anticipated. 1 Minimum embedment of the wall is 0.5 feet 1 Design requirements are: ✓ Peak Ground Acceleration = 0.2g ✓ Overturning >=1.5 ✓ Sliding >= 1.5 ✓ Bearing Capacity >= 2.0 ✓ Global stabiity >= 1.5 Date 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 Attn: Michael McCarter/Mike Zblews Re: 48xx South 150th Street, Tukwil Ultra Block retaining wall RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER All factors of safety meet or exceed the minimum required specifications for stability. The wall is considered sta.ble. We recommend a geotechnical professional to verify proper placement and compaction of backfill soils, and confirm on site soil characteristics and design criteria. Any deviations to these parameters should be brought to the attention of the engineer prior to construction of the wall. A final letter for completion requires periodic inspection by our representative during construction. If you have any questions concerning this report, the procedures used, please call us at (253) 405-4654. Respectfully, JECB, LLC Jamie Hicks Jason Bell, PE Geologist Engineer CORRECTION LTR# PO Box 832 Auburn WA. 98071 Phone: (253) 4054654 Email: jecboffice@gmail.com 1)114-01.41 JECB Geotechnical Engineering Special Inspections Materials Testing Construction Inspections Date: 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 GEOLOGY The geology of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of Everett gravelly sandy loams, 25 to 70% slopes. These are moderately deep and very deep, moderately well drained and somewhat excessively drained, nearly level to very steep soils; on till plains, terraces, and outwash plains. This map unit is adjacent to Puget Sound, along the western edge of the survey. Slope is 0 to 70 percent. The vegetation is mainly conifers. Elevation is near sea level to 550 feet. It is about 60 percent Alderwood soils and 10 percent Everett soils. The remaining 30 percent is soils of minor extent. Alderwood soils are on till plains. These soils are moderately deep and moderately well drained. They formed in glacial till. The surface layer is gravelly sandy loam. The subsoil is very gravelly sandy loam. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches. Everett soils are on terraces and outwash plains. These soils are very deep and somewhat excessively drained. They formed in glacial outwash. The surface layer is gravelly sandy loam. The subsoil is very gravelly sandy loam. The substratum to a depth of 60 inches or more is very gravelly loamy sand over extremely gravelly sand. A typical profile is: H1 - 0 to 7 inches: gravelly ashy sandy loam. H2 - 7 to 35 inches: very gravelly ashy sandy loam, H3 - 35 to 60 inches: gravelly sandy loam. The available water capacity is low. Hydrologic Soil Group B. If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage from onsite sewage disposal systems. The main limitations of this unit for urban development are seasonal soil wetness, depth to the hardpan, and steepness of slope. SITE LOCATION St N a. D Foster High School S 144th St SOOthcertte S 146th St S Hubbell Or S 156thSt", S152nd St. ±t Wat mencan casino Tukwila Park G7 Rento S 151stSt S153rdSt $ 4 N PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com JECB SITE PLAN WITH DETAILS GeotechnicaI Engineering Special Inspections Materials Testing Construction Inspections Date: 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com TL086 VM umgny Z£8 x08 Od goal u30311eu13©aag;ogaal-%S9b-SOy (£SZ) suopaadsui uolpn gsuoD 'suopoadsui ieiaads $unsay sieua}eysl'SupaauOu3IeanniaaloaO L171000Z1700 Waled 88186 VM 1aaN8 Tog' gins xxg , ialieDa1N laegoq A311 51 • LO'51OZ NMd1IQ z ;14 V- - - - - -. c-1-)- z C7o --_xU Z� Z rn H wU CD z HH O STA 10+20 w cn STA 10+40 [-1 _ --_-- 0 0 SCALE: 1" =10 FT IL086 VM uingnV Z£8 XOfl Od/ aDaf uiorgi3 eupaargogaai — i'59irSO4(£5Z) suopadsui uopanxisuo' 'suopaadsui iepadS Supsay ieannpa}oaD L41000Z400 #10n d 88186 VM `BI!1L 1aaRS 9105I YlnoS x 84 i211e331n1 [aELPIIN nax SI'L0'51 OZ NAIV�IQ MATCH LINE 3+40 0 O 411 co O En. 0V 7 w 3+30 L U 0 H BOW 218.5 2+95 0 0 2+82,5 J BEGIN WALL STA 2+80 —+_ m 0 0 m N N 0 m N END WALL 3 N IN 010 5 2+95 TOW 226.0 co ANGLE PONT 3+60 a .......... . MATCH IIINE 3+40 0 0 u? 0 3+30 00 + LC) ELEVATION, IL086 VM uingnV Z£8 xofl Od apal uma'IIem$@aoIlIogaai — K9b-SOT' (£SZ) suolpadsui uopan.psuo, 'suopaadsui teraadg Bupsay siegalvw luliaauISug IeannlaaloaO Lb!000Zb00 #Ia3n'd 88186 WA tIlm3111.1 PanS SOS I 117no8 xx817 AaI Si'L0'SIOZNA1V IU SECTION A -A. 4 FT FULL BLOCK (NTS) a; 0 0 w w 0 co 74 U U Rn 9 E. w W go SECTION B-B, 6.0 FT 1L086 VM umgny Z£8 Xofl Od apai uiorireuispaupcpa[— ts917-S0» (ESZ) suoipadsui uogon.gsuoj 'suoipadsui Iepadg gupsay sieua}ew '8uuaauOua IeDiutpaloaD LbW000n400 #[aa1ed 88186 WA tl Al ln.L aaanS 9105I 91noS XXSb puiioWi A3I 5I'L0'5IOZ NMd2IQ W 0 z SECTION 8.0 FT 0 U BA 1"1'ER; NONE SECTION 6.0 FT 00 0 0' z JECB CALCULATIONS: Geotechnical Engineering Special Inspections Materials Testing Construction Inspections Date: 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com u c. UltraWall UltraWall v3.3 Build 14226 Project: Mike McCarter Location: 3033 NW 70th Street, Seattle Designer: JB Date: 7/19/2015 Section: McCarter Design Method: NCMA 09_3rd_Ed, Ignore Vert. Force Design Unit: Ultrablock Seismic Acc: 0.200 SOIL PARAMETERS cp coh y Retained Soil: 35 deg 0 psf 125 pcf Foundation Soil: 35 deg 0 psf 125 pcf Leveling Pad: Crushed Stone Crushed Stone Interface is true, cp = ldeg GEOMETRY Design Height: 4.00 ft Live Load: 250 psf Wall Batter/Tilt: 0.00/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 30 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 100 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Overturning: 1.50 / 1.125 Bearing: 2.00 / 1.5 RESULTS (Static / Seismic) FoS Sliding: 2.53 (IvIpd) / 3.35 Bearing: 880.47 / 856.51 FoS Overturning: FoS Bearing: 2.78 / 3.02 11.80 / 12.13 2.46 Name Elev. ka kae Pa Pae Pir - PaC _ FSs! FoS OT siesFSs1 FoS SeisOT 1X 2.46 0.292 0.289 43 43 64 0 100.00 8.54 100.00 13.64 1X 0.00 0.244 0.289 244 289 127 0 2.5313.331 2.78 3.35[3.83] 3.02 UltraWall Page 1 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the analysis. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius FoS 74 5.06 4.00 -5.40 0.50 -1.30 5.63 6.57 1.577 69 5.06 4.00 -4.60 0.50 -0.76 4.97 5.90 1.607 115 5.86 4.00 -5.40 0.50 -1.04 6.35 7.29 1.617 163 6.66 4.00 -5.40 0.50 -0.78 7.12 8.07 1.635 110 5.86 4.00 -4.60 0.50 -0.50 5.63 6.57 1.657 156 6.66 4.00 -4.60 0.50 -0.66 7.69 8.20 1.668 170 6.66 4.00 -6.20 0.50 -1.32 7.94 8.90 1.678 225 7.46 4.00 -6.20 0.50 -1.05 8.82 9.78 1.679 217 7.46 4.00 -5.40 0.50 -0.52 7.94 8.90 1.689 157 6.66 4.00 -4.60 0.50 -0.24 6.35 7.29 1.691 UltraWall Page 2 u c. DESIGN DATA TARGET DESIGN VALUES (Factors of Safety - Static / Seismic) Minimum Factor of Safety for the sliding along the base Minimum Factor of Safety for overturning about the toe Minimum Factor of Safety for bearing (foundation shear failure) Seismic factors of safety are 75% of the static values. MINIMUM DESIGN REQUIREMENTS Minimum embedment depth INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall Embedment, measured from top of leveling pad to finished grade Leveling Pad Depth Face Batter, measured from vertical Slope Geometry Slope Angle, measured from horizontal Slope toe offset, measured from back of the face unit Slope Length, measured from back of wall facing NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) Live Load Offset, measured from back face of wall Live Load Width, assumed strip loading Dead Load, assumed permanent loading (e.g. buildings) Dead Load Offset, measured from back face of wall Dead Load Width, assumed strip loading Soil Parameters Retained Zone Angle of Internal Friction Cohesion Moist Unit Weight Foundation Angle of Internal Friction Cohesion Moist Unit Weight UltraWall FSsI =1,50 /1.125 FSot =1.50 /1.125 FSbr =2.00 /3.000 Min_emb =0.50 ft H =4.00 ft emb =0.50 ft LP Thickeness =0.50 ft i =0.00 deg R =0.00 deg STL offset =0.00 ft SL Length =0.00 ft LL = 250.00 psf LL_offset =0.00 ft LL_width = 30.00 ft DL=O.00psf DL_offset =0.00 ft DL_width = 100.00 ft cp = 35.00 deg coh =0.00 psf gamma =125.00 pcf cp = 35.00 deg coh =0.00 psf gamma =125.00 pcf Page 4 RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force [or factored normal Toad] on the base unit The default leveling pad to base unit shear is 0.8 tan(9) [AASHTO 10.6.3.4] or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. The shear equations are setup as N(tan cp ) + Intercept Unit Designation: Full Unit Dimensions: Height = 2.46 ft Width = 4.92 ft Weight = 846 Ibs Unit to Unit Shear r = N tan(0.00) + 17796.00 ppf Depth = 2.46 ft Density = 140.00 pcf Unit to Leveling Pad Shear r = N tan(33.80) + 0.00 ppf UltraWall Page 5 ROVYLL ENGINEERIENG, LLC r-- Building Relationships, Engineering Solutions I_ February 6, 2017 PROJECT: Mascord Plan 2197A-McCarter Lots 6 and 7 4812 and 4814 S. 150th Street Tukwila, WA 98188 Prj # 140164 and 140165 SUBJECT: Renewed Expired Engineering State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED CI APR 0 4 2017 City of Tukwila P BUILDING DIVISION RECEIVED Y OF TUKWILA MAR 20 2017 RMIT CENTER The lateral analysis for the two project plans was last revised in September of 2015. The engineering license for the completed engineering at that time was scheduled to expire on May 21, 2016. My license is current and has a new expiration date of May 21, 2018. The original engineering with revision date 9-15-15 is valid. Copies of the original engineering cover sheets for the project plans are enclosed for your reference. Questions or comments regarding this letter are to be addressed to me. Regards, Todd Rowell P.E. Rowell Engineering, LLC CORRECTION LT R# _I--- 1)14/ RawellEngineering.com • 503.254.6292 • toddr@rowelleng.com 10570 SE Washington St. • STE 212 - Portland, OR 97216 I OW LLB C NGON E f DNO CIVIL - STRUCTURAL ENGINEERING LATERAL ANALYSIS REVISED 9/15/15 Mascord Plan: 2197A - McCarter 4812 S. 150th Street Lot 6 Tukwila, WA 98188 10570 SE Washington St Suite 212 Portland, OR 97215 Tel. 503-254-6292 Fax. 503-254-6761 85 mph 3-Second Gust, Exposure C Seismic Category D 2012 IBC / 2010 OSSC Rowell Engineering Project Number: 140164 L_DISC I.A[MLR AND RELEASE EASE BUYER IIEREBY WAIVES. RELEASES ANI) RENOUNCES Al I WARRANTIES (EXPRESS OR 1MPLI[D), OBI AGM IONS, AND LIABILITIES OF ROWEL..( ENGINEERING AND ALL O111ER RIGHTS, CLAIMS AND REMEDIES AGAINST ROWELS. ENGINEERING (EXPRESS OR IMI'I IFI) WITH RESPECT TO ANY NONCOMFORMI'EY, IMPROPI R INS I Al LA I1ON, WORKMANSHIP OR MALI RIM S Mascord Design Associates 1305 NW 18th Avenue Portland, OR 97209 Tel. 503-225-9161 � ES MAY 21 EXCLUSION OF' LIABILITIES If. EVIL LESION ()E ('ON'SFVIULN l IAL AND OTHER DAMAGES ROWELI. ENGINEERING SIIAI.I I IA.YE NO OBLIGAT ION 01 LIABIL.I I1'. WIEIE1IIER ARISING IN CON I RACT (INCLUDING WARRANTY),'FOR 1 (INCE('DING ACTIVE, PASSIVE OR IMPt11EDNEGLIGENCE/ OR0TFILRNISL, FOR I OSS 01 USE, REVENUE OR PROFEr, OR FOR ANY OILIER IN('IDPN rAL OR CONSEQIILN11A1 DAMAGES. 111, 111`` PRODLK'I IS FOR SINGI EjUSE ONLY AND jJaOT 10 EEL REUSED WO 11(111 SPFCII IC AU J IEORILLA 1ION. G ©WL LLB C NGI1 IEE OO G CIVIL - STRUCTURAL ENGINEERING LATERAL ANALYSIS REVISED 9/15/15 Mascord Plan: 2197A - McCarter 4814 S. 150th Street, Lot 7 Tukwila, WA 98188 10570 SE Washington St Suite 212 Portland, OR 97216 Tel. 503-254-6292 Fax. 503-254-6761 85 mph 3-Second Gust, Exposure C Seismic Category D 2012 IBC / 2010 OSSC Mascord Design Associates 1305 NW 18th Avenue Portland, OR 97209 Tel. 503-225-9161 Rowell Engineering Project Number: I 140165 $ EXPIRES MAY 21, _d J FACIA SIO'C OF LIABILITIES I. DISCLAIMER AND RELEASE BUYER HEREBY WAIVES. RELEASES AND R[NO11NC1:S ALL WARRANT II:S (EXPRESS OR IMPI.IP1)1,OHLIGAI'IONS, AND LIAn1I DIES OE ROWI;! 1. ENGINEERING AND .ALI OTHER RIGHTS, CLAIMS AND REMEDIES AGAINST RO\VE! L ENGINEERING (EXPRESS OR IMPLIED) WITH RESPECT TO ANt NONCOMFORMI'FY, INIPROPE:R INS"I AI.L.ATION, WORKMANSHIP OR MATERIALS. II. E-\CI LISION OF ( ONSE-0UFNIIAI AND 0} PIER DAMAGES ROWEL.L ENGINEERING SIIAI t HAVE N(1 OBLIGATION OF E IAIlII II Y, 1Vt1} I SEER ARISING IN CONI RAC -I (INCLUDING WARRANTY). TORT IINCI CDING AC IIVE. PASSIVE OR IMPUII-D NFGI.IUI:NCE.) OR 0I IIER\VISE, FOR t OSS Of USE, REVENUE OR PRO!! r, OR FOR ANY 01 HFR INCFDIN1 AI OR CONSEQUENT I Al. E)ASI AGES III.'E'II15 PRODLCT 15 10R A SING! I. ONLY AND IS NOT 10 }i1, RI 4ISI D WI 11101 -I S_RL(II IC AO FHORIYA I ION, ZZA L To: Michael McCarter Cc: Wendy McHugh Layton & Sell, Inc. From: Date: Subject: James M. Brisbine, P.E. May 25, 2007 RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERM i CENTER REVIEWED FOR CODE COMPLIANCE Supplementary Geo echniA aR vIw McCarter Tukwila PrbpertieSRR 0 4 2011 48xx S. 150th Street AA Tukwila, Washington 0r I tii:ltill BUILDING DIVISION At your request, Zipper Zema . = recently reviewed the geotechnical aspects of revised design/construction plans pertaining to the above -referenced residential lots. For purposes of our review, we were provided with the following revised plan sheets. MEMORANDUM Job No.: 81065063 • Civil Plans: McCarter Properties; Sheets C2.0 and C6.0 (originally dated January 15, 2007; Last revised May 24, 2007) prepared by Layton & Sell, Inc. ZZA previously reviewed geotechnical aspects of the entire plan set for the project and then submitted our review comments in a memo titled Geotechnical Plan Review, McCarter Tukwila Properties, 48xx S. 150th Street, Tukwila, Washington (dated January 24, 2007). Project Description The project site comprises two adjacent undeveloped residential lots located in the Foster/Thorndyke neighborhood of Tukwila, Washington. These combined lots form a parcel that is visually delineated by existing residences on the west and south, and by a greenbelt ravine on the north and east. The parcel has a roughly rectangular shape that measures about 240 feet by 310 feet overall and encompasses approximately 1.7 acres. Future development plans call for building a single-family house on the southern portion of each lot, while leaving the middle and northern portions undeveloped. Both new houses will be two-story wood -frame structures with daylight basements. Access driveways comprising a combination of asphaltic pavement and pervious pavers will enter the site at its southeastern corner. Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting A lkirracon Company 14405 SE 36t Street #210, Bellevue, WA 98006 (425) 746-1889 Fax: (425) 746-1296 CORRECTION LTR# 11)149-.6w) McCarter Tukwila Properties job No. 81065063 'January 24, 2007 Page 2 Review Comments The revised plan sheets indicate that roof -runoff water will still be routed down to the adjacent ravine via a 6-inch-diameter tightline outfall pipe, which discharges onto a gabion-type energy dissipater blanket. Although the overall design of pipes and blankets has not changed since the original plan set was issued, the specific location of tie energy dissipater blanket has been changed; it has been shifted southward (upslope) sufficiently far to avoid encroachment into the nearby wetland buffer. This new location will result/in a blanket -surface gradient that transitions from 43 percent at the upslope edge (pipe outlet) td 23 percent at the downslope edge. Stormwater will then discharge as sheet flow onto a 42-percent native slope. If properly constructed, we feel that this revised energy dissipation system will provide adequate erosion control within the ravine. Summary The geotechnical aspects of the revised plan sheets that we reviewed have been prepared in general accordance with the geotechnical report and with our subsequent verbal recommendations, as well as with conventionally accepted geotechnical criteria. It is therefore our opinion that the geotechnical aspects of the proposed project can be successfully accomplished if proper construction methods are used and if all appropriate geotechnical recommendations are followed. Supplementary Geotechnical Plan Review ROWELL CKOD C EG ODD© CIVIL - STRUCTURAL ENGINEERING r-lr f Fr-04 L. LATERAL ANALYSIS REVISED 9/15/15 Mascord Plan: 2197A - McCarter 4814 S. 150th Street, Lot 7 Tukwila, WA 98188 10570 SE Washington St Suite 212 Portland, OR 97216 Tel. 503-254-6292 Fax. 503-254-6761 85 mph 3-Second Gust, Exposure C Seismic Category D 2012 IBC / 2010 OSSC Rowell Engineering Project Number: 140165 Mascord Design Associates 1305 NW 18th Avenue Portland, OR 97209 Tel. 503-225-9161 EXCLUSION OF LIABILITIES REVIEWED FOR CODE COMPLIANCE APPROVED APR 04 2011 City of Tukwila BUILDING DIVISION CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER ,ORR1T GN LTR# I. DISCLAIMER AND RELEASE BUYER HEREBY WAIVES, RELEASES AND RENOUNCES ALL WARRANTIES (EXPRESS OR IMPLIED), OBLIGATIONS, AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS, CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING (EXPRESS OR IMPLIED) WITH RESPECT TO ANY NONCOMFORMITY, IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. 11. EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWEE.I. ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF USE, REVENUE OR PROFIT, OR FOR ANY OTHER ENCEDENTAL OR CONSEQUENTIAL DAMAGES. III. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. DILIAMA V1 V2 Page 1 11.8 t t%.2 !f ■ 21.6 • i. _ .._ it6--�� t MCI [►. • _ M1 M2 L1 L2 2197A ■■ P,0IJELL n01� I ELEVATION ■■ ENGINEERING D.Ayr i Oss/I. al.. Pi , 06/45416 Sww 5C4LE ye. • i 4 6 CIVIL. etr.uc1VF4c. ENGY!.IEERs COLLECT ION 105TO St wizSK'w0105 STRC6 SSE ?I2 PH IS531 754,6292 RORTi6N0 OR 972,6 I5445051 2N 6s6, Page 2: V3 V4 V5 12 14. ,F T 0.1* .1 ENTRY 091,11C ' 1 • 21.6 I r -a 1 • TOP f T js ML33 M4 L4 M5 sil1/4 2191A 09,1, gro ELEV,LTION COLLECT ION ROWELL E NGINEERING STRUCTURAL ENG,NCE.S r05111 St IkAS001510P. STREET SIC 27 P4 15051 >511 120? PORILL1,5 01 9100 00x1SON 254.014, Page 3 1 p 1- ELEVAT)ON SC:1LE Da* • 1--o• C,V.L- STRUCTLIRA, ENGINEERS 'gym 51 woo.NTIOnt ;WA, SSE ,2 P0. 503, ?00•6297 PZPItAND 05 972,G rAXOON P55,6761 Page 4 1 LJJ I.9 • ENTcl ca;,••••••••L OP • L.__ ... 7.7 219_7A Dn.,. RE vl 011, Vz• LET ELEVATION SCALE • 14•• • • ROVvELL ENGINEERING C,VIL STRUCTURAL ENG,NEE•S i051.0 SE vr4SRNGI. STOW TIT T 000T,N3 00 1700 100103 2130•6>0 Page 5 DATE: 09/15/15 WIND LOADS LOAD AREAS FROM CAD LINE A B CD LOAD V1 38 89 2352 V2 24 13 50 38 2019 V3 23 39 19 28 1731 V4 69 125 2662 V5 28 34 22 25 1781 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M 1 52 80 2499 M2 52 80 2499 M3 48 22 40 2050 M4 156 2683 M5 70 52 _ 2406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L1 54 85 2628 L2 58 80 2629 L3 73 42 2299 L4 - 168 2890 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_. 0 PROJECT: 2197A - McCarter mean roof height, h = least horizontal dimension, b = 30 30 ft ft a=min(0.1 b, 0.4h) >= max(3', 0.04b) 0.1 b = 0.4h = min = 3 ft 12 ft 3 ft 3' = 3 ft 0.04b = 1.2 ft max = 3 a= 2a = roof rise, y = roof run, x = arctan(y/x) = A= B= C= D= 3 ft 6ft 21.6 14.8 17.2 11.8 DEG psf Psf Psf Psf 219_7A DPIPA e512s3•+ • .v H O11,'5..5 $n. '+Si r . sgDE I�r 3' OC Ir OC DR. to 30' O.0 I see f,) B5� 3x 20" C C.; BS 2` OC 125T OC 35 tfi' OC ee 7250 0,40• .3' 1 2` 0C 2' OC 3a P.H4. II 13' OC -1 �r�, 51 .I('..) 100 au0 .7114) 160 5...VS <00, mar (':j CuSr 14 .IQ5 5 E.'. 2' t5d cammm 4' Nsi.e ./{,E) 15d lvmm07s C e•rn .M • NS7C57 .1,22) ISO si-(Gr1 sac.. en0 �(17) Cu51 14 1 73 ( 31s, ,Es co. s' I N51E0 ol)2S '60 r e4cn N510EIS ./(32j 1•5d yns<.5 tot,. <+d 73) NOl use 0' µ404,4 T Flocs 01 HOC. 14 1<) J'' P'Otc rt0 't4 ., e•c O.o+" o. fOunOCI, 2 EMEND INTERIOR 6.+FLRdJJL1_5 70 RCOF SIEATUING, SEE TYP INTERIOR 40Cs DETA!L5 } • PLEASE NOTE: 0 E TOP OF EACH SHEAR WALL MUST BE CONNECTED TO 4E ROOF 6-EATUIN6 OR FLOOR SI- ELTi-IINC• T1-E BOTTO^3 C= EACH SEAR WALL MJST BE CONNECTED TO T+-aE FLOUR SHE4TLIINC4 OR FOJN✓ATION. SEE T " F=1CAL CONNECTION DETAILS FOR UPPER FLOOR PL_/.N BR. ■■ 0`= ('0I Page 6 , ROWELL E NGINE EPU'3G C+v y. STP VGr VF r. t_ EN6,NEEPS N510 Se n45,.V.754 SIPCF1 $1e i'+051 014.627? POP14n0. OP 912.4 (Ae•501; 25<616! 7,8771"."''''''' s...•.. R. • 1 ,-.... /.• 1 ,./xa ...., • e- OC . APPROc •DLEE.T. cEE,18Ni s= '4" V.,c1. 1OCs I C1 ' •''''' ''''' 3012 sews ms. Ag T1T1 IT)... 1.. In" ,,; LAas 0 •• asne. SLR AAA ELI/,11. crrERFcr -,4,-, ''"' 4Y4 re, ,erl i i t'. •' ;2.7kls a o ..,..".^.'0" fT) ''T"••• g .tv..•0.,0 ,*,a` a...NANL5I selat e(13) AeIECiV.RREEODU'REI03/07/1.- (24-3X?52, CPLRH°°-":; T EXTEND 61..1E.4 WALL 14.4.200IN 8/TER8EETiNE$ WALL DINING AL iGN 14D f T4-116 END L',//4401.DOCA enaw KITCHEN FAMIL."( L N./1/-1N PL001 P RN NE 1)07) SHCAP LNE o TOT,I), FRI:9 TTBOv'T DOLTETa 2.6 UNO L !VI ARM 0 < r•-• ri 1 j COLLECT .ON Page 7 ROWELL ENGINEERING STLC15J 277. FNIGtra5 L'2S i0520 SE WASERLESSON STRESS STE 2,2 Pk •593, 25a ea, PORTLAND. OR 37275 t AESOSI 205.E Es, ,69 corrmel • C.162,3 5 Page 8: 2197A • <L75-7 REC ROCM ALIGN 'D. c 741S E...0 L,,-CL0041, AL,GN ABOVE 7 450vE / \V • TAI 4LIS'Ets.'0.D. • LI,ICLOO.SN LBO /E C.- ARLG E LJ TON PLAN • • • , - 0 wcAp ARC.INZ' OR OBL JST • < • EY • EN:: S•-+T..4R / WALL T!-,R0.1Gw N'TERSEc71.46 WALL 11 COLLECT ION ROWEL L ENGNE E RiNG ENOINEE.13 $05,0 St 0,5WYGT0M1 0rqLr,50 22 Pi-, 15011 254 00011050. 00 472,5 FA 1501. 050 676 Ali' <V' <0. <0> Ali' <> 7 • SHEAR WALL SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) m(( o ' Mm Veg( o iv 1 g o •. m be-: esiw . eg ega . xZ mm ur n o v• 1% 7 o v % 1 ,, o -0• 1 • x ,, o y • 1 .1 0 T % 1 o v • I x ? •• I m FASTENERS (3),(5),(6),(7) I 0 0 N p 0 W 0 0 N 0 0 N 0 0 4. 0 0 ch. 0 0 m0 0v g' Z Nm i- I:0 P 9 ts' O 0 W p P N 0 P W 0 9 A o 9 O. O 9 N Z tn Z�DO mazm A O F8 X X 0 co X N x X X X X X N SILL PLATE Li, O 9 O, O n O O 00 n n N OP Q n ? W 00 n n AA O� O n O n ND �QA 0 7:. _ vy m m m O N LO CD z M obi M ob 111 o E • NOTES • W C O c C C O C Z n C C O c C n W O o o t m 0 D N x 0 es NCOC lov,E NNE 002. ; •• Qa 3- \ ' v 0 0 x V 8V23•1 i t1 A-14 m 3 8- a 7 0Q Qs1L1 ' m N O S o m 'FA FA Q' A N. A OVA o'. 3 x W 3 5 Op o 1 a V. $ C n v x x x I� 'o g I- x\ x .\.max Q g Q A I c m e O W ; E. C = $ 4wwv ppv. G 3.z0 0, o o i , Sa.O A ON 0 a i x v v'vN v O v0OI g •o F, a . x i.71 2 b S n 0 o m a g g O'a* mnE nn* O XO M 0• o$ 1 8.3 � $5 0 u a o- ° A a \ \ \ O O .� • l0 n o x N m 0 m O v 6 C 0 O a C y O O = O O g 0 0 j 9" vita o' y 3;0 53 5'3 of O N I %� v B • n v Vi 0 3 m" 3 0 O f1 m 01 88 » m g- m m a p (oj o W Ol :go* a a O p a O = pp O 0 v - O n m n 8 = g88 803 03 ag n ° xo $3 c N o_1..Q ."J3 =8 $E3 58 E u0 P4' S c °wfD g S x aa8 n$, am4 ,,o$ g w" wm x n v$ SS 3 3 S. 5 m c o $ n , m 4 i ii : v e m D. n g= 8. . t .. °m I 8 e > $ 'Oe m $�� v� N. R m o m -ao o $ > 8. 0 s p E. x 0 00€› €> €), 004>�<I>�(>vi • HOLDOWN SCHEDULE • c O c 1 S 1 L.N 0 2 A ) 0E ryr� 10 x d 0 f,s N 10 x O. 0 ormE - N 10 x A 0 t-� I.)N 1G x W A rns r� 1G x mF6O 0 Cop a7O�? 0 mvi Z (36) SDS Y1 X 2)Q screws, 1 0 A307 threaded rod A.B. w/ 24"x2trx%j'plate or BM btwn. (2) nuts. Min 10' ftg. embed. (30) SDS Yx' X 211 screws. 1'0 A307 threaded rod A.& j w/ 2Yi x2Y'x%i'plate or BPI' btwn. (2) nuts. MN 10' ftg. O .�. O ' iS N v �- fO �5 Et, n ss P�°v P 8 ' P8 (29) 16d common nails at each end. 8C- O e$ 8 g P33 (16) 16d common nails at each end. B.- Y 9.6 SQ P4 Connect btm. plate to floor )et/rim/bm/blkg. w/16d • 4' O.C. FASTENERS (t3) j yOy!! inn V co o P.f- o 4a S •Q�D S Ce o +y 25 jn 2S Z > t ID N A 6X6 poet req.d. Heavy hex nut reged. 36X36X12' deep min. Mg. raged. 0 ea. anchor bolt. eg.m Oti 41' R gp �x RI? Min. (3) 2x or 6x Nth studs naled together 11 w/16d ek.ker 6 6. O.C. l E In 614 •' 44 c x 4 Betroth with HITS If spelling of concrete wale occurs. Far equivalent option. we (11) For equivalent options, see (12) R ! v$ rn Page 9 MIN. I-1/3.5 Page 10 , ♦ HEADER HEIGHT CH) E SINGLE SHEET OF SHEATHING ♦ z 1- z -J 0 J 0_ J) "3 TIES 6 1m' O.C. (3) *5 II11 11 I111 dfkk= ==kUb II II II II II II u II u II II II II --- _HH 11 EACH SIDE II N \ II I II II I I I I I I dt — I II II II II II II �—�I----li= II II SIMPSON 'MSTA36' EA. SIDE, (4)-TOTAL 1 I 2X CRIPPLE UJALL OVER HEADER, UJ/ alga" SPLICE --Q JOINT UJ/ CONT. NAILING HEADER (CONTINUOUS) CONTINUE HEADER TO BLDG. CORNER 4 NAIL SHEATHING TO HEADER W/ 0.14S"4, X 21/4" F. RH. P-NAILS 3' O.C. BOTH WAYS C A AG E (OR OTHER OPEN'G) 15/32" APA-RATED SHTH'G FROM SINGLE SHEET, FASTENED PER SHEAR SCHEDULE SPECIFICATIONS AND NOTES BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATIONS 4 NOTES REBAR G O GRACDE SEE SHEAR SCHEDULE AND NOTES FOR HOLDDOUJN SPECS PANEL WIDTH ♦ *3 TIES x (6 I 1 0 FLAN VIEUJ OF STEM WALL \4" CONC. SLAB "5 REBAR W/ 24' HOOK TOP 4 BOTTOM 67 CORNERS MIN. 12'x12' CONT. FOOTING W GARAGE DOOR UJ/ (4) *4 CONT. NARROW SHEAR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 IER11 0MINcEQOKI CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH: 1503) 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 DiRAWN B�'- JX. DATE- 02-23-11 Page 11 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON H.D. LARGEST OF THE (2) HD'S 6 CORNER LARGEST OF THE (2) H.D STRAPS e CORNER (2) 2X OR LARGER (DEPENDING ON H.D.) a FOUNDATION e UPPER FLOOR COI-1511\1F I O_DOWN COIN SCALE: 3/4' = I'-O' D1RAW1NG NOT TO SCALE 3OYML LOLL CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 PORTLAND, 0R. 97216 FAX: (503) 254-6761 D1RAWN DATE- 02-23-11 Page 12, DATE: 09/15/15 PROJECT: 2197A - McCarter ver012208 DESCRIPTION: 2012 IBC, Binder -Stock SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY:. WIND SPEED: 85 EXPOSURE: C SEISMIC CAT: D (SDs=2/3 SMs) 1.000 R: 6.5 A upper: 1212 A main: 1106 A lower: 1068 J.Y. Adjustment Factor for Building Height A = Increase 110/B wind loads by to obtain 85/C snow Toad = mean roof height, h = V=1.2SDsWDL/R 1.40 0.60 30 30 ASD Load Combination = V/1.4 ft UPPER FLOOR PSF WALL HT. HEIGHT LINEAL FEET SQUARE FEET WDL DEAD LOAD POUNDS V SEISMIC POUNDS ASD LOAD COMB. Eq. 16-18 ROOF/CEILING EXT. WALLS INT. WALLS BRICK 15 1212 18180 3356 2397 10 8 142 5680 1049 749 8 8 100 3200 591 422 40 0 0 0 0 ¶OTAL ■I A I I I•I Af1M 27060 4996' 3568 ROOF/CEILING 15 177 2655 490 350 FLOOR 10 929 9290 1715 1225 EXT. WALLS 10 9 150 6750 1246 890 INT. WALLS 8 9 100 3600 665 475 WALLS ABOVE 8880 1639 1171 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 31175 5755 4111 ROOF/CEILING 15 0 0 0 FLOOR 10 1068 10680 1972 1408 EXT. WALLS 10 ; 9 150 6750 1246 890 INT. WALLS 8 ' 9 60 2160 399 285 WALLS ABOVE 10350 1911 1365 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 29940 5527 3948 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-05 12.3.4.1 and 12.3.4.2 Allowable Load (plf) wind/seis. Shear wall Floor to Floor Holdown Floor to Foundation Holdown Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 _ STHDI4RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 4700 CMST12X60" 8 7870 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 8350 CMST12X90" 10 14445 HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 —' DATE: 09/15/15 PROJECT: 2197A - McCarter Page 13 WALLS LOAD LINE LENGTH OF SHEAR WALLS (FEET) TOTAL WALL HGHT. SQ, FT. BRICK -""- NOTES V1 V2 13.4 7.6 9.2 30.2 8.0 11.1 6.0 17.1 8.0 V3 7.0 7.0 14.0 8.0 V4 14.8 14.8 8.0 V5 3.2 18.2 21.4 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M1 M2 M3 M4 M5 3.6 4.6 21.2 11.2 10.5 5.4 5.0 5.0 9.0 7.4 3.8 2.7 29.4 9.0 27.1 9.0 10.0 9.0 16.4 9.0 6.5 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 L2 L3 L4 20.6 89.4 20.6 9.0 11.0 25.8 2.0 2.0 36.8 9.0 4.0 9.0 21.0 21.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 82.4 Page 14 , DATE: 9/15/15 WIND PROJECT: 2197A - McCarter LOAD FROM ABOVE 110/B TOTAL LOAD 85/C TOTAL LOAD SHEAR WALL LENGTH 110/B PLF ADJ. 85/C PLF X= FRAME Y=CANT. NOTES V1 2352 2352 1966 30.2 78 65 V2 2019 2019 1688 17.1 118 99 V3 1731 1731 1447 14.0 124 103 V4 2662 2662 2225 14.8 180 150 V5 1781 1781 1489 21.4 83 70 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 01 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 M1 2499 2352 4851 4055 29.4 165 138 M2 2499 2019 4518 3777 27.1 167 139 M3 2050 1731 3782 3161 10.0 378 316 M4 2683 2662 5345 4468 16.4 326 272 M5 2406 1781 4188 3501 6.5 644 539 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 'L1 2628 2425 5054 4225 20.6 245 205 L2 2629 4518 7147 5975 36.8 194 162 L3 2299 3782 6081 5083 4.0 1520 1271 L4 2890 5345 8235 6884 21.0 392 328 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 DATE: 09/15/15 PROJECT: 2197A - McCarter Page '15 SEISMIC SEIS. DIREC. TOTAL FLOOR SHEAR SQR. FEET SEIS. % OF FLR SHEAR WALL SEIS. BRICK SEIS. FROM ABOVE TOTAL SEISMIC SEIS. UNIT SHEAR REDUN. FACT. MAX. REDUN. FACT. ADJU:r UNIT SHEAR F-B L-R V1 X 3568 606 50% 1784 0 1784 59 1.00 1.00 56 V2 X 3568 606 50% 1784 0 1784 104 1.00 1.00 104 V3 X 3568 313 26% 922 0 922 66 1.00 1.00 66 V4 X 3568 521 43% 1534 0 1534 104 1.00 1.00 1(T V5 X 3568 377 31 % 1110 0 1110 52 1.00 1.00 2 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1,00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% 0 0 0 0 1.00 - -0 0 3568 0% 0 0 0 0 1.00 0 0 3568 0% n.,nn, 0 0 0 _. 0 1.00 0 0 M 1 X - 4111 575 52% 2137 0 1784 3921 133 1.00 1.00 133 M2 X 4111 531 48% 1974 0 1784 3758 139 1.00 1.00 139 M3 X 4111 273 25% 1015 0 922 1936 194 1.00 1.00 194 M4 X 4111 440 40% 1635 0 1534 3169 193 1.00 1.00 193 M5 X 4111 392 35% 1457 0 1110 2567 395 1.00 1.00 395 0 4111 0% 0 0 0 0 1.00 -0- 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 p 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% 0 0 0 0 1.00 0 0 L'.."-X 3948 198 19% 732 0 1961 2693 131 1.00 1.00 13 L2 X 3948 326 31 % 1205 0 3758 4963 135 1.00 1.00 135 L3 X 3948 282 26% 1042 0 1936 2979 745 1.00 1.00 745 L4 X 3948 471 44% 1741 0 3169 4911 234 1.00 1.00 234 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0' 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 0 3948 0% 0 0 0 0 1.00 0 CK X 3948 314 29% 1161 0 1161 0 1.00 1.00 0 CK X 3948 543 51 % 2007 0 2007 0 1.00 1.00 0 0 Page 16 DATE: 09/15/15 PROJECT: 2197A - McCarter WALL SUMMARY W N UNIT SHR Narrow Panel Increase R SEIS SHR N DESGN UNIT SHEAR UPLIFT ALL HOLDOWN min sill plt. NOTES w/narw incr w/o incr W S V1 65 1.00 59 65 5 1 0 0 2x V2 99 1.00 104 X 104 835 S S 0 OR 0 2x V3 103 1.00 66 X 103 827 S S 0 OR 0 2x V4 150 1.00 104 X 150 1203 S S 1 OR 6 2x V5 70 1.25 65 X 70 557 S S 0 OR 0 2x 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO M1 138 1.25 167 X 167 1241 S S 1 OR 6 2x M2 139 1.00 139 X 139 1254 S S 1 OR 6 2x M3 316 1.00 194 X 316 2845 A A 2 OR 7 2x M4 272 1.00 193 X 272 2452 A A 2 OR 6 2x M5 539 1.67 658 X 658 4847 D B 4 OR 7 (2)2x 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 - 0 OR 0 L1 205 1.00 131 X 205 1846 S S 2 OR 6 2x L2 162 1.00 135 X 162 1461 S S 1 OR 6 2x L3 1271 1.75 1303 X 1303 11437 F E ? OR 10 3x L4 328 1.00 234 X 328 2950 A A 2 OR 7 2x 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 • Page 17 2" CLl;AR: —"- 13ACKfILL WALL W111-I me -GRAINING 4PANLLAR MAIER1AL I2 OAR "M'' 3" 12IA, P0RPPIFT--� M1H PILTMR FAMIC 144 @ 16" O.C. I21;i3At; "0" E3" CL A MBAR "N" LAI' 48 PIA. WPM 12WAR "M" #1-a10"0.C. 3" CLFAR Ws A -�- H/ 2 Nz INSTALL' • SLAB 13FFOM 13ACKFILLING RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE, SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE H Ws A C B Bar "M" Bar "N" Bar "0" 5'-4" 8" 10" 10" 2'-4" #4 - 18" oc #4 - 18" oc #4 - 18" oc 7'-4" 8" 1'-2" 1'-2" 3' #4 - 16" oc #4 - 16" oc #4 - 18" oc 9'-4" 8" 1'-8" 1'-8" 4' #5 - 9" oc #4 - 18" oc #4 - 18" oc 10'-4" 8" 2' 2' 4'-8" #5 - 9" oc #4 - 18" oc #4 - 18" oc - ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 35 PCF LEVEL BACKFILL ONLY Ht 1' Customer: Mascord Design Associates Project: Cantilever Wall with slab. EFP = 35 PCF Number: 0 Date: 10/24/01 A 1.2 Rowell Engineering 45 SE 102nd Avenue Portland, OR 97216 (503) 254-6292 Sheet Al Page 18 ROWELL RETAINING WALLCAD Software Release Number A1.2 Version B 1/28197 ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety Concrete Density 150 Stem Factor of Safety PHIvu 0.85 Heel Factor of Safety PHIas 0.90 1.5 1.7 1A PROJECT PARAMETERS Client Name Project Number Project Name Concrete Fc Steel Grade Wall Thickness Footing Height Mascord Design Associates Cantilever Wall with slab. EFP a 35 PCF 3000 60 8 12 Detail Number Sheet Number A Al psi Max Soil Bearing Pressure 60000 Equivalent Fluid Pressure in in 1500 35 psf Lbs/ft"3 SECTION 1 DESIGN H, Wail Height It. B, Total Footing Length, In. A, Toe Length C, Heel Length OTM Factor of Safety % Max Soil Bearing Pressure Min Soil Bearing Pressure %Allowable Shear Stress Rebar"M" Rebar "N" Rebar "0" s SECTION 2 DESIGN 5.33 28 10 10 170% 46% 411 9% Size Psi Psf kpsi OC 4 18 4 18 4 18 ft in 2'11" in 10" in 10" 2.55 686 10 402% 3217% 1919% Rebar Size OC Stern Bar"M" Rebar Bar"N" Heel Rebar Bar"O" 4 16 451% 3609% 2159% 4 12 596% 4770% 2879% 4 8 878% 7028% 4318% 4 6 1150% 9202% 5757% 4 5 1360% 10880% 6909% 4 4 1662% 13295% 8636% 5 12 913% 7304% 4498% 5 8 1331% 10647% 6747% 5 4 2430% 19437% 13493% 6 8 1843% 14743% 9715% 6 6 2350% 18802% 12954% 6 4 3205% 25636% 19430% H, Wall Height ft. B, Total Footing Length, in. A, Toe Length C, Heel Length % OTM Factor of Safety Max Soil Bearing Pressure Min Soil Bearing Pressure %Allowable Shear Stress Reber "M" Reber "N" Rebar"O" 7.33 36 14 14 137% 70% 280 19% Size ft in 3' in 1'-2" In 1'-2" 2.05 psf 1,050 psf kpsi 21 OC 4 16 4 16 4 18 144% 1155% 751% Rebar Size OC Stem Bar "M" Rebar Bar "N" Heel Rebar Bar "0" 4 16 144% 1155% 845% 4 12 191% 1527% 1126% 4 8 281% 2249% 1690% 4 6 368% 2945% 2253% 4 5 435% 3482% 2703% 4 4 532% 4256% 3379% 5 12 292% 2338% 1760% 5 8 426% 3408% 2640% 5 4 778% 6221% 5280% 6 8 590% 4719% 3801% 6 6 752% 6018% 5069% 6 4 1026% 8206% 7603% SECTION 3 DESIGN H, Wall Height ft. B, Total Footing Length, in. A, Toe Length C, Heel Length % OTM Factor of Safety % Max Soil Bearing Pressure Min Sot Bearing Pressure %Allowable Shear Stress Rebar"M" Rebar"N" Rebar"O" f 9.33 48 20 20 134% 84% 276 33% Size Psf psf kpsl OC 5 9 4 18 4 18 ft in 4' in 1'-8" in 1'-8" 2.02 1,254 36 168% 452% 293% Rebar Size OC Stem Bar "M" Rebar Bar "N" Heel Rebar Bar "O" 4 16 63% 507% 330% 4 12 84% 670% 439% 4 8 123% 987% 659% 4 6 162% 1292% 879% 4 5 191% 1528% 1054% 4 4 233% 1867% 1318% 5 12 128% 1026% 686% 5 8 187% 1495% 1030% 5 4 341% 2730% 2059% 6 8 259% 2071% 1483% 6 6 330% 2641% 1977% 6 4 450% 3601% 2966% SECTION 4 DESIGN H, Wall Height ft B, Total Footing Length, in. A, Toe Length C, Heel Length % OTM Factor of Safety % Max Soil Bearing Pressure Min Soil Bearing Pressure %Allowable Shear Stress Rebar "M" Rebar "N" Rebar"O" 10.33 56 24 24 141% 84% 359 41% Size psf psf kpsi OC 5 9 4 18 4 18 ft in 4'-8` in 2' in 2' 2.12 1,264 45 119% 322% 182% Rebar Size OC Stem Bar "M" Rebar Bar "N" Heel Rebar Bar "O" 4 16 45% 361% 205% 4 12 60% 477% 273% 4 8 88% 703% 410% 4 6 115% 920% 547% 4 5 136% 1088% 656% 4 4 166% 1329% 820% 5 12 91% 730% 427% 5 8 133% 1064% 641% 5 4 243% 1943% 1281% 6 8 184% 1474% 923% 6 6 235% 1879% 1230% 6 4 320% 2563% 1845% 194131Masard WS-35PCI?xLsWDesign 1024N1 1245 PM Page 1 W 1 • SHEAR WALL SCHEDULE • APA SY/C LO%6: 9 RATED PLYWOOD OR ORIENTED STRAND BOARD (I) • PANEL RA Twvt1SS 9ASTERERS f3),(4(6).(?) WE PAtiCI EECLS 501E IE NAL50 *04 SINKER SAL PLATE STE 0q ALlOA 49 Ia0$5 LOAD Srt()� b*Rl)1 oR3' •.SA- i' suers 14; A rt. ruhwt o RJ44r-441 E. 0C s' OC 2" 0 C n' 0 C OC !' OC 4E' OC 75 .5- 0C fis J' OC 3� 0C wee (4 r. r-•7W 2' 0C 2' 0 E 2' 0 C see U00 FAe`�i r Fen ...nu, ! 0: pA. EA SIDE 2' GC 912, CA SJ0L 7' 0C 091 7G 70' OC 3s 70"OC sre (4) !' OC 25' OC 7' Or. 4 icrTENL5 (510R:OF 9PEAPCL.LL9 TO ROC. E-1EANINC, SEE TtP. INTER'CR ROOF DETA'.5 PLEASE NOTE. 3k 16' 0 C (.).(9) 1!' TEE TOP OF EAC- SHE -AP WALL MUST 6E CONNECTED TO T-E !ROOF SHEATHING CP FLOOR e.OTTOM OF EAC'4 SHEAR WALL MUST eE CONNECTED TO THE FLOCF OR FOJNDAT)ON. SEE T` PICA_ CONNECTION DETAILS FOR APPROPRIATE CONNECTION. SSC T780 fSAD • W 0 Z ♦ LI 'PER PL OOP FL/-\N SCAL.E 1:4• . 1 -O• It) h 0.( •I•e.,w. 14 69 (Y) Fe nm. (A" ./,.* e4t moo Sa.rc tutu. ar-st 113 N *Ptx'e,irc" EPS Sa 3 .eau .• on esartOn ..1e tot .rsn• (A rl.'ew<te .v4, ro•ee 0 12 0 C <•1 rrem•tg 0 eepeo0 • ets 10 n• J. nrrero n .0. /v042001,0 (S) 0. 7 r for, P n to .eo.•. 01 7 C 13'r s 'root a, tomtrett am. enr 0 .4E•• s 3 1 14 P-nM 9e r.p80e3 tu tu 3' t..o,o.. ed 0179 a •0- sot •O R t.mera go..o,tee bo• eo• (7) -F kr- a w'• Octs a'e. a 1.. 000-nePa p, e• ea (E: 10000m A.6 pert O •.o, e•e (4) 001eo.o, ocsor 0 tens el 00,I SS exn 020, stun red el yne'g 0104 be rag, kno•na Mtn) VUSi 1s s 3O% ./t0)I64nc 5) 37 ./(10) 16a c e, e e O 51C.0 ./( I.) 101 sni_ s .ra re4 01) 1 S1 1 s 60; • )733) 166o commen 5c ken ▪ 94E ./(16) 6e • 9 too) e es. 0S1057 ./(7:) 16c .•'4nn •otn ms (17) eu51 1 7Yt ...A.)...A.)(60 temnm• n,..r. eo M5150 .st /(23) t60 to,+ 0SSC66 •/(32) ISO shte�F lat, roe ((3) V •se a ,01)014 M Pr0r el rOu- 14 VA) 3 e e•,. tuners. seen •tutu 0400000 No • HOLDOWN SCHEDULE • tti (�^ C05)12 \✓ 40' Long Cl/ST12 . 'N 77' Lang 5Ti2 . 90'Lx10 S1N01027 Iw 16e spent, ntt ..0 _.4 e«e (07) I0 ea. c. exn •,4 000e00 0.000 lea. me (47) • troSt•e 4•e" p +m ...tutus APACIIY NOTES (LES ) 0,001 0DO-1A 03/07/14 • (13) (x6:5a414.:. •c .16)*0 A• . A' R 06 .i, is:r.y-rn �- EXTEND SPEAR. wAcL TI..R000( 1NT_RS0007 G WALL DINT\G �- ALIGN ND • .41.S EVD WILC711. : CEL02. <I C-IEN / t-A11IL O 0 O • FRAMING CLIP SPACING SCHEDULE O.C.• ITPF.A35:Ed COMMON X uy"LONI. NAILS LS50, L50, 10d CO+/90). X 3"LON( NAILS. FRAYING CLIP OP,IONS SEAR 2*AL4) LTP4 A35 15-50 .50 19' 20' 77' 20' /L, /Al 14 I S' 20' ..r 4\ 5' O' 17 E- -tutu L_. I _5 �1.. 6__._ r_.� btu _ tO' II' a• I0- 8 F: I1 5- 65 �. 9' tutu._._ LEGEND • APM00 HOL00MN 0000l(OM4 SPEAR wAtt LOC41I715 0 OE1A-L RELENENC0 1A0 PLA1E RCORRED (7--.OLL. 2s SAL PUTC MONNE() 00) SPE4P watt tl'iE AMA 0 60A0 FROM 0.90K 0009LC 2.6 UNR0 L MAIN FLOOR SCALE I(A• • I GENERAL NOTES (1) A. lOgleners P00000d to weoltelOO, (2) A'. , s 700,.1 Ps ;Gel 5 0 ws.0O4.rem00Js (3) 5) 1n ng on 1' eat.-ollss^. i b , 1p 79 ' e) m f 0. (0 S. rwon (A) &ICAO*, to reify tnsialol,or 0 mo Is tor ao dare 0000, e s if r4 pet m .tare• (5) Alt Poo, system Inmeer to r,` tnao'.ed .1a m ..mom mossluee w cot leol c1 lt.R o (0)Ai: n 0r 4 N 1a61ees O1 10Lt nsIP P 7 01"Roel sOal' 41 feet. 2-mC. Or OW OLP 00 oln.reds (7) 504 t enn.ans Ea common • 0131c25 10o ccnnmon a 0148,3 160 a(0J.e. • 0148s325 (10 COT...O. • DIti2435 1P 4) LL - EDGE NA(L1W 017. OR LARGER EDGE \AILryG DEP_mnrw C4 ND 41GN "vt .22 ASOVE A0XiE'ST OF ios r7 • FOLNDATION LARGE6T0 T.1E (2i PD STRAPS • COG. •ER 90,530 2 r 7, 2X OR LA,44IER (DEPENDING ON ):D ) • L"PER FLOCR CO+ IBINE-OLDOWN CO'2NER SCALE 37<' . 1-C' ALIGN (.D • TNIS END AzCVE 41K.N PO • I. 19 END i:,5O.DG1:2: A70.E CAA RAGE EY. END SMEAR VA 7•)POt1G4 1 'TERSEC'ING WALL LO V 1 FLOOR / FOUNDATION PLAN S004210 4' L3J e Ie9 EY o F PLAN vl0 U 00=__I3 �V e_a=� Ds 7� k• • ® _ STEP^ WALL tutu � I s WIND & 4EISNIC ANALYSIS 2012 IBC ROWELL MPP, 5S EXP. . C SE15 CAT. D ZIP. BOISE S.MP500 1M9TA36' EA SIDE (4).t4'4. :V CRa3N.E CALL OVER HEADER W' 115' t•L0CE - • ACM' W+ CONS NAILR:G HEADER GONTw.q.9J _`- GORJT.NJE .FADER O 0.tY CORNER . 94EA7N1.* i0 (FADER Wr G143'. a 21.' F P.. P-NA4.5 • 3' OC 50,0 CI, G:AIRAGE 30q 0:.tE4 C4e0N'G t /^-- h)>: • APA.RATEO S0T0G /FROM SN5'.E SPEET, FASTENED PER 9t-EAR bc.eau*LE SRECIFIC<1t045 AND NOES • SL00O3 ALL PANNEL EDGES PER SMEAR SC.1ED"4LE SPECPI0411044 • NC•_5 REBAR 4,0 GRa=_I SEE SHEAR SCPED).)LE AND NOTES FOR (OL000.N SPECS PANEL W'DT4 11E5 ><i� ? 1 9... '5 RE84R 1v 14' 000G ` -• -' Ceh2 \ )CP s tharTC• CC'Gn2ER5 M 00C•TI' ut. /4JA4 CON- (2.) N.13 OW SHEAF2 FANEL RC) SCALE FOEGNCE5 PANEL µ41 s _ BAR T'1' 5001(6A. I I 3'GL , ( 3'GLR C I [:' I A •'a a 63.COr920 P51 P5- D Fy �. 5GP • 1,600 Pen REBAR N' i `�� - LAP <9 D. REBAR APPLT EMJ_9)CN DATERPR00E-NG PER M'-Q 9s•EG'S.R!OF TO 040<0(LL OF WALL • PC' OK - CON' C4., I• �, DAC•c:'LL JALL W!4YE•ORANY,G G. _ANtAR MAT FULL 2014 00 PEEL PAR .C' 40P.ZCn1AL INSTALL SLAB BEF04E BACIc 'tt _tNGe.1 3'4 PEW PPE o� Wl FA •ILT.4 BRIC IJ I A 00 6 I eAle 'r- l eAR '62' j_ea,R •17.71 '1 9'-4• 10• Ip• 2.-<'NI• lS' OC 7{ • IB' OG I, , - I'•2' 1-2' 13'-0' a (0' OC- • • 1G' OC. f •4 • Ie. CC OC • iv OC. • IE. OC 1' IO•�2'•0�2u.^._'44 6'I S!I:Lb: sa18.00 �•<• Lt.00� /PE O1tNER/P ILDER"IJSTCOws:C-1 TWAT 1PE 66SE 9PEC(FIC CONDITIONS AND REO'MT_ MEET THE DESIGN FARA'•SETERO Cc 7.15 RETANING 394LL P-EASE D.RECT ALL INOJIRES TO 1R.E CCO.TACT INFOR'!A"ON PROVIDED CN T1HE A*TACT ED R•1AININ6 4ALL DESIGN C _C4A.A*ICNS 39 F9F EOJIVALEN' FLLID PRESSURE RETA4ING WALL. DESIGN 2.E TAININIG VVALL (cr,) 2013 (fj4EL.R TYPICAL SHEAR Interior shearwall parallel to trusses Scale: 3'4' . f' 0" Sheathing. -- Beveled blocking. -- -- --` 8d's @ 3' oc. Top chord - - Edge nailing Sheathing to match below. Shear nailing -- 2x each side of truss Web blocking. - - -- Shear nailing. Bottom chord.-- -- Edge -- Edge nailing. Sheathing - - 2xstuds. - - I SECT. C C Interior shearwall perpendicular to trusses Scale: 1' INTERIOR ROOF DETAILS • 2x Mocking with shear nailing into top plate See schedule. Nailing t0 match shear was edge nailing requirement. - Floor sheathing Connect pint to Mocking Edge Nailing - Fleet joist -- 2 x studs. Structural Sheathing. Parallel to joists Wag below_ Scale: t�. 1: o - --- - - - -- -- 2x blocking or piss. Sheaf nailing. see schedule. -- ----- Floor Floor sheathing. Nailing to match shear welt edge nailing requirement. - Shear nailing. see schedule. 2. blocking. 1 - Edge nailing. - - Stuctural sheathing. --- 2 x studs Perpendicular to joists Wafl below Scale: t^ . 1' 0' INTERIOR UPPER FLOOR DETAILS =,= Holdown per location shown. • Sheathing. see schedule . - Edge nailing Floor sheathing. - f 11- Threaded rod per h0td0w0 • - Framing clip. see schedule - 2. blocking @ 48' o.c. and under holdavn studs P T. plate, see schedule lot size and anchor bolt req - - 8' Concrete stem wall Shear wall @ parallel joists Scale 1' . 1'-0' 1 - - - - - 2. studs - Sheathing. see schedule Edge nailing see schedule - -- - Shear railing. see schedule - - - Floor sheathing - Floor pkls. - Conl"nuous double blkg. - Framing dip, see schedule - P.T plate, see schedule tot sue and anchor bolt req. - 8' Concrete stem wall Shear wall @ perpendicular joists Scale: 1' . 1' 0' INTERIOR FOUNDATION DETAILS 2. studs - -- Sheathing. see --- ` Mudsil see schedule Ice requirements - Edge nailing - - -- L WALL DETAILS Sheathing see schedule 2. studs. --- - Blocking with 8d 3' o.c. Shear nailing - • Upper floor edge nailing. 2' mar. Sheathing break 2' mac. Lower floor edge nailing Laver floor staggered edge nailing. ----»-.= 2 x studs --- - - Sheathing. see schedule. --^ - - Floor joists parallel Seale' 1'. 1'-0' Sheathing, see schedule ---' 2. studs. ---- Floor sheathing. ---. -- Floor joists --- -- - Sheaf naisng - Upper floor edge naibng .. - 2' max. Sheathing Weak 2' max Laver floor edge nailing . Lower tloa staggered edge nailing. - --...� 2 x studs — --- Sheathing, sae schedule. ---- -" 4 -- Floor joists perpendicular Scale: 1' . EXTERIOR UPPER FLOOR DETAILS �j:1�[t111 _. - --.J Garage slab Scale _1'. 1'-0' YiEA)01. 0EE SC100100.E -- ECGE YL,44C: (4) 16d each side. — - - -_ Beveled Mocking at brace — .. L30 ekes at blocking. --- - _,. Boundary nailing into lookouts or blocking adµcenl to brace, -_ 8d commons @ 6' o.c. — Blocking with shear nailing into top chord. - — Edge naing --- Sheathing to match wall below. — - Framing chp (see schedule) - - - - Edge nailing .- -- - Sheathing... - -- 2 x studs • -- - GBC elk. . 2 x 4 angled braces 48' o.c - - Gable end truss Scab: 1- . 1'-0- 10110' a360Ere 0E4R'I P_d*E n,lo5:LL 0 .E J.DO_T SEE SG-+EDu_E Standard A.B. Detail Scale- 1.5' . l•-0' Roof sheathing. Roof ratter or Imss RBC clip requited at blocked diaphragms (see RBC schedule) - -. Simpson H 1 clip @ 24' 0.c. - Boundary nailing 8d commons at 6' o. c UNO 2 x blocking.-- Edge nailing --- 2 x stud wall -- Sheathing - Ceiling joists or truss ------ -�-- ✓ RBC SCHEDULE (Rool Boundary Clp) Blocked diaphragms only 1 Req nailing ,CFp spacing 8d@6' 36"o.c _1 8d @ 4' 4 18' e.o 10d @ 4_. 12' es. Rafter / Truss at eaves Scale: 1' .1' 0' 16d@6'oc. - 2 x 4 flat stiffener.' 2 x 4 angled brace - - • Stiffener may be *mined it trace Is less than 6'. SECT. AA Sc316. 1 112'. 1'-11 Sheathing - _- -- Boundary nailing into Mocking._.. - Top shad. 2 x 4 angled brace (4) 16d blocking to trace. — SECT. B'B Scale: 1 112' . 1' 0' EXTERIOR ROOF DETAILS 2x studs.—.- 2x Mocking @ 48' oc 64@3'o- - --- Shear nailin,c g. see - schedule.---- \ l' Sheathing, see 11 schedule - -- -' % . ' _ Edge nailing --- -- - --.., , s_'llx Cont. 2. rim - - - - It Cont 2. rim - ---4 I i Edge ntng - - - ll/��� 1 j -- - Sheathing f> Edge rating-----'�' �'ri � Edge nailing. - �� 11 Mudstil, see schedule I 1 I Mu rill. see schedule for requirements. -- - I for requirements - .---- Mudslll anchor holt, 1, I Mlydsiil anchor bolt. (see schedule not size _ '�'' (see schedule for size 8 spacing) -- - - - 8 spacing.) -- fi-! I F= 1-- -1L 2. studs. Floor sheathing - Shear nailing see schedule. - ----- Sheathing per plan. - Edge nailing. ill= II�E(vj�".r f!= n_li? )Ili 11 • J1�(�-_:tl-_IliE 1 - Floor joists perpendicular Floor joists parallel Scale: 1' . t..0' 1--j— EXTERIOR FOUNDATION DETAILS ;f r11-t1�I II ow`wv o+..trn x,... 134 W EMI P14 1114°0 c. 000 oa L V03 25S SNOW LOAD col 10 111111111111111111 2197A_ L2 �� DESIGN ASSOCIATES, INC. OPTION PLAN 2197A FOR McCARTE REVIEWED FOR CODE COMPLIANCE APPROVED L: APR 04 2017 City of Tukwila UILDING DIVISION RECEIVED RESIDENUZ�2TUKW 01017ILA R LOT 7 PERMIT CENTER GRAVITY LOADS BASED TO 2012 IRC FLOOR ROOF CEILING DECKS EXITS/STAIRS - 40# LIVE, 10# DEAD - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) - 20# LIVE, 10# DEAD - 40# LIVE, 10# DEAD - 100# TOTAL LOAD ©Rr cECT eN 1I?JM LTR# CALCULITIONS ALAN MASCORD DESIGN ASSOCIATES, INC. 1305 N.W. 18TH AV PO TL 0 . 972 Project: 2197A-McCARTER OPT (COMP ROOF) Location: H1- HIPS OVER ENTRY PORCH HipNalley Beam [2012 International Building Code(2012 NDS)] 1.5 IN x 7.25 IN x 6.0 FT (Actual 6.5 FT) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 331.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U4617 Dead Load 0.01 in Total Load 0.03 IN U2536 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 150 Ib 75 Ib Dead Load 121 Ib 64 Ib Total Load 271 Ib 139 Ib Bearing Length 0.29 in 0.15 in $EAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Roof Pitch Side One: Roof Pitch Side Two: Roof Duration Factor 6 0 0 ft ft ft 7 :12 7 :12 1.15 Beam End Elevation Difference 2.5 ft MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc = 625 psi Fc - ' = 625 psi Controlling Moment: 315 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 186 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 3.05 in3 13.14 in3 Area (Shear): 1.35 in2 10.88 in2 Moment of Inertia (deflection): 3.38 in4 47.63 in4 Moment: 315 ft-Ib 1360 ft-lb Shear: 186 Ib 1501 Ib •. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:01 PM page 0 ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Rafter Length (HipNalley): RL = Tributary Width based on half span of rafters. Side Two: Roof Live Load: LL = Roof Dead Load: DL = Rafter Length (HipNalley): RL = Tributary Width based on half span of rafters. Wall Load: 25 psf 15 psf 4.3 ft 0 psf 0 psf 4.3 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.5 ft Beam Self Weight: BSW = 2 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M1- BM ACROSS REAR CVRD PORCH AREA Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5INx11.5INx15.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 54.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.14 IN U1267 Dead Load 0.11 in Total Load 0.26 IN U703 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 848 Ib 848 Ib 680 Ib 680 Ib 1528 Ib 1528 Ib 0.44 in 0.44 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 15 ft 0 ft 15 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Fb = 875 psi Cd=1.00 CF=1.00 Fv = 170 psi Cd=1.00 E = 1300 ksi Fc - -- = 625 psi Adjusted Fb' = 875 psi Fv' = 170 psi E' = 1300 ksi Fc - -1-' = 625 psi Controlling Moment: 5729 ft-lb 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1344 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 78.57 in3 121.23 in3 Area (Shear): 11.86 in2 63.25 in2 Moment of Inertia (deflection): 237.95 in4 697.07 in4 Moment: 5729 ft-lb 8840 ft-lb Shear:-1344 Ib 7168 Ib M. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:03 PM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 113 plf 77 plf 14 plf 204 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M2- BM ACROSS F.P. & MEDIA @ LIVING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NOS)] 3.5 IN x 7.25 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 102.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2685 Dead Load 0.04 in Total Load 0.07 IN L/1145 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 360 Ib 360 Ib Dead Load 485 Ib 485 Ib Total Load 845 Ib 845 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I-- to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 1170 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 1479 ft-Ib 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 710 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections:, Req'd Provided Section Modulus: 15.17 in3 30.66 in3 Area (Shear): 5.92 in2 25.38 in2 Moment of Inertia (deflection): 23.29 in4 111.15 in4 Moment: 1479 ft-Ib 2989 ft-Ib Shear: 710 Ib 3045 Ib 11111 Holly Linendoll 1111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:06 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 103 plf 133 plf 6 plf 242 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: U1- HDR OVER WDW @ BR. 3 (TO SIDE) Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U3071 Dead Load 0.01 in Total Load 0.03 IN U1782 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1102 Ib 2069 Ib 783 Ib 1565 Ib 1884 Ib 3635 Ib 0.86 in 1.66 in }SEAM DATA Span Length Unbraced Length -Top Center 5 ft 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 2693 ft-lb 2.85 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads Controlling Shear: -2543 Ib At a distance d from right support of span 2 (Center Created by combining all dead loads and live loads Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi on span(s) 2 Span) on span(s) 2 Req'd Provided 29.93 in3 49.91 in3 21.2 in2 32.38 in2 31.08 in4 230.84 in4 2693 ft-lb 4492 ft-Ib -2543 Ib 3885 Ib 9/19/2015 1:00:09 PM page /of �■ Alan Mascord Design 1305 NW 18th Ave eorimw . Portland, OR 97209 Holly Linendoll StruCalc Version 9.0.1.4 LOADING DIAGRAM SJNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 7 plf 7 plf pOINT LOADS - CENTER SPAN Load Number One Live Load 1400 Ib Dead Load 1108 Ib Location 4.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 50 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 388 plf 264 plf 388 plf 264 plf Oft 4.5 ft 4.5 ft 34 plf 50 plf 34 plf 4.5 ft 5ft 0.5 ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: M5- DINING PATIO DOOR HEADER Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 120.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3756 Dead Load 0.02 in Total Load 0.04 IN L/1863 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 621 Ib 621 Ib 631 Ib 631 Ib 1251 Ib 1251 Ib 0.57 in 0.57 in BEAM DATA Center Span Length 6.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc - L' = 625 psi Controlling Moment: 2033 ft-Ib 3.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 976 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 22.59 in3 49.91 in3 Area (Shear): 8.13 ih2 32.38 in2 Moment of Inertia (deflection): 44.6 in4 230.84 in4 Moment: 2033 ft-Ib 4492 ft-Ib Shear: 976 Ib 3885 Ib 1111 Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 1111 StruCalc Version 9.0.1.4 9/19/2015 1:00:11 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 191 plf 187 plf 7 plf 385 plf ` Project: 2197A-McCARTER OPT (COMP ROOF) Location: M6- BM BTWN DINING & LIVING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 15.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 39.9% Controlling Factor: Deflection DEFLECTIONS enter Live Load 0.29 IN U671 Dead Load 0.08 in Total Load 0.37 IN L/523 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4320 Ib 4320 Ib 1223 Ib 1223 Ib 5543 Ib 5543 Ib 1.55 in 1.55 in REAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16 ft 0 ft 16 ft 1.00 1 0.08 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -1- to Grain: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Cv=1.00 Fv = 265 psi Cd=1.00 E = 1800 ksi Fc -1= 650 psi Adjusted Controlled by: Fb' = 2395 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 22172 ft-Ib 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4767 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 111.1 in3 206.25 in3 Area (Shear): 26.98 in2 82.5 in2 Moment of Inertia (deflection): 1105.74 in4 1546.88 in4 Moment: 22172 ft-Ib 41160 ft-Ib Shear: 4767 Ib 14575 Ib ENHolly Linendoll I. Alan Mascord Design 1305 NW 18th Ave '15, Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:13 PM page /of LOADING DIAGRAM SINIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 540 plf 135 plf 18 plf 693 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M7- HDR OVER WDWS @ LIVING (TO SIDE) Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.125 IN x 9.0 IN x 7.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 3.3% Controlling Factor: Shear i■ Holly Linendoll 111111 Alan Mascord Design 1305 NW 18th Ave .I :. Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:16 PM page 0 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U826 Dead Load 0.06 in Total Load 0.17 IN L/507 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 1 �• TR1 w 2 REACTIONS A B Live Load 2724 Ib 3125 Ib Dead Load 1724 Ib 2085 Ib Total Load 4448 Ib 5210 Ib Bearing Length 2.19 in 2.56 in BEAM DATA Center Span Length 7 ft-_ Unbraced Length -Top 0 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 CamberAdj. Factor 1 Camber Required 0.06 Notch Depth 0.00 wvN• 7» B UNIFORM LOADS Center Uniform Live Load 320 plf Uniform Dead Load 160 plf Beam Self Weight 6 plf Total Uniform Load 486 plf MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted POINT LOADS - CENTER SPAN Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp.1 to Grain: Fc - -- = 650 psi Fc -1' = 650 psi Controlling Moment: 5966 ft-Ib 3.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4811 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Load Number One Two Live Load 1102 Ib 2069 Ib Dead Load 783 Ib 1565 Ib Location 1 ft 6 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 388 plf 50 plf Left Dead Load 264 plf 34 plf Right Live Load 388 plf 50 plf Right Dead Load 264 plf 34 plf Load Start 0 ft 6 ft Load End 1 ft 7 ft Load Length 1 ft 1 ft Comparisons with required sections: Reo'd Provided Section Modulus: 29.83 in3 42.19 in3 Area (Shear): 27.23 in2 28.13 in2 Moment of Inertia (deflection): 134.77 in4 189.84 in4 Moment: 5966 ft-lb 8438 ft-lb Shear: -4811 Ib 4969 Ib Project: 2197A-McCARTER OPT (COMP ROOF) Location: M8- MULT JSTS OVER HALL TO LIVING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 56.9% Controlling Factor: Moment �■ Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _-in': Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:18 PM page /of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.06 IN L/1803 Dead Load 0.02 in Total Load 0.08 IN U1405 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 952 Ib 1108 lb 273 Ib 310 Ib 1225 Ib 1418 Ib 0.65 in 0.76 in )SEAM DATA Center Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - L = 625 psi Fc - L' = 625 psi Adjusted Controlling Moment: 3025 ft-lb 4.77 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1119 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 40.34 in3 63.28 in3 Area (Shear): 9.33 in2 33.75 in2 Moment of Inertia (deflection): 71.09 in4 355.96 in4 Moment: 3025 ft-lb 4746 ft-lb Shear:-1119 lb 4050 Ib LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 7 plf 7 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 190 plf 48 plf 190 plf 48 plf Oft 4ft 4ft 260 plf 65 plf 260 plf 65 plf 4ft 9ft 5ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: M9- BM BTWN LIVING & HALL TO STAIRS Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 199.4% Controlling Factor: Moment 111. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _„,k 4y 1;. Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:21 PM PEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5253 Dead Load 0.00 in Total Load 0.01 IN U4050 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 1 w REACTIONS A B Live Load 410 Ib 964 Ib Dead Load 128 Ib 283 Ib Total Load 537 Ib 1246 Ib Bearing Length 0.25 in 0.57 in BEAM DATA Center r.,Ys. ,, dii,'.3 *s ' ` s-,, __ �`i3S" ':kfcit Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 5ft B UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf Uniform Dead Load 13 plf Beam Self Weight 7 plf Total Uniform Load 73 plf #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -I- to Grain: Fc -1= 625 psi Fc -1-' = 625 psi POINT LOADS - CENTER SPAN Load Number One Live Load 1108 Ib Dead Load 310 Ib Location 3.75 ft Controlling Moment: 1501 ft-Ib 3.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1191 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 16.67 in3 49.91 in3 Area (Shear): 9.93 in2 32.38 in2 Moment of Inertia (deflection): 15.82 in4 230.84 in4 Moment: 1501 ft-Ib 4492 ft-Ib Shear: -1191 Ib 3885 Ib Project: 2197A-McCARTER OPT (COMP ROOF) Location: M10- BM OVER KIT / FAM RM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5IN x 10.5IN x 14.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 22.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.40 IN U440 Dead Load 0.11 in Total Load 0.51 IN U343 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2755 Ib 2755 Ib 780 Ib 780 Ib 3535 Ib 3535 Ib 0.99 in 0.99 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 14.5 ft 0 ft 14.5 ft 1.00 1 0.11 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species )3ase Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc - = 650 psi Bending Stress: Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc-1'= 650 psi Controlling Moment: 12813 ft-lb 7.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3110 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 64.06 in3 101.06 in3 Area (Shear): 17.61 in2 57.75 in2 Moment of Inertia (deflection): 434.36 in4 530.58 in4 Moment: 12813 ft-lb 20213 ft-Ib Shear:-3110 Ib 10203 Ib 11111 Holly Linendoll 11111'r/ Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:23 PM page /of LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 380 plf 95 plf 13 plf 488 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M11- BM ACROSS KIT / FAM RM POP -OUT Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 10.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 78.8% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.04 IN L/2882 Dead Load 0.05 in Total Load 0.09 IN L/1300 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 615 Ib 615 Ib 748 Ib 748 Ib 1363 Ib 1363 Ib 0.62 in 0.62 in ,SEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 10 ft 0 ft 10 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.10 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc - - = 625 psi Adjusted Fb' = 990 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 3407 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1117 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 41.29 in3 73.83 in3 Area (Shear): 9.31 in2 39.38 in2 Moment of Inertia (deflection): 76.64 in4 415.28 in4 Moment: 3407 ft-Ib 6091 ft-Ib Shear:-1117 Ib 4725 Ib Holly Linendoll Alan Mascord Design 1305 NW 18th Ave +, ' ,_ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:26 PM page 0 LOADING DIAGRAM 10 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 123 plf 141 plf 9 plf 273 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M12- MULT JSTS ACROSS FOYER Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] (2)1.51Nx11.25INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 87.0% Controlling Factor: Moment •■ Holly Linendoll KM Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:28 PM page /of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.02 IN U4300 Dead Load 0.03 in Total Load 0.05 IN U1870 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 552 Ib 552 Ib 717 Ib 717 Ib 1269 Ib 1269 Ib 0.68 in 0.68 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 900 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi Controlling Moment: 2539 ft-Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 990 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 33.85 in3 63.28 in3 Area (Shear): 8.25 in2 33.75 in2 Moment of Inertia (deflection): 45.69 in4 355.96 in4 Moment: 2539 ft-Ib 4746 ft-Ib Shear: 990 Ib 4050 Ib LOADING DIAGRAM 11NIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Ceder 138 plf 172 plf 7 plf 317 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: M13- MULT JSTS ACROSS ENTRY PORCH Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 6.5% Controlling Factor: Moment Holly Linendoll Alan Mascord Design �� 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:31 PM page of DEFLECTIONS Center J.OADING DIAGRAM Live Load 0.14 IN U693 Dead Load 0.10 in Total Load 0.24 IN L/403 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 w REACTIONS A B Live Load 310 Ib 310 Ib Dead Load 215 Ib 215 Ib Total Load 525 Ib 525 Ib Bearing Length 0.28 in 0.28 in REAM DATA Center —� Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 an UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf Uniform Dead Load 20 plf Beam Self Weight 4 plf Total Uniform Load 64 plf #2 - Douglas -Fir -Larch Base Values Ad usted Bending Stress: Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -- to Grain: Fc - _ = 625 psi Fc - _' = 625 psi POINT LOADS - CENTER SPAN Load Number One Live Load 300 Ib Dead Load 242 Ib Location 4 ft Controlling Moment: 1593 ft-Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -500 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 14.2 in3 15.13 in3 Area (Shear): 3.62 in2 16.5 in2 Moment of Inertia (deflection): 24.76 in4 41.59 in4 Moment: 1593 ft-lb 1696 ft-Ib Shear: -500 Ib 2277 Ib Project: 2197A-McCARTER OPT (COMP ROOF) Location: M14- BMS OVER ENTRY PORCH (TO SIDES) Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 205.6% Controlling Factor: Moment 111. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:33 PM page or DEFLECTIONS Center Live Load 0.02 IN U3841 Dead Load 0.01 in Total Load 0.03 IN L/2390 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 406 Ib 672 Ib Dead Load 241 Ib 420 Ib Total Load 647 Ib 1092 Ib Bearing Length 0.30 in 0.50 in ]BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc -1 = 625 psi Fc - = 625 psi Controlling Moment: 978 ft-Ib 2.9 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -925 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 10.03 in3 30.66 in3 Area (Shear): 7.71 in2 25.38 in2 Moment of Inertia (deflection): 11.16 in4 111.15 in4 Moment: 978 ft-Ib 2989 ft-Ib Shear: -925 Ib 3045 Ib j_OADING DIAGRAM SJNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 85 plf 43 plf 6 plf 134 plf POINT LOADS - CENTER SPAN Load Number One Live Load 310 Ib Dead Load 215 Ib Location 4.25 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 38 plf 23 plf 91 plf 54 plf Oft 4.25 ft 4.25 ft 91 plf 54 plf 91 plf 54 plf 4.25 ft 5ft 0.75 ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L1- TYP FLR JSTS OVER FRONT 1/2 GAR Floor Joist [2012 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 17.0 FT (2 + 15)@ 16 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 9.9% Controlling Factor: Deflection DEFLECTIONS Left Center Live Load -0.09 IN 2L/528 0.21 IN L/844 Dead Load 0.00 in 0.02 in Total Load -0.09 IN 2U536 0.24 IN L/761 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 586 Ib 400 Ib 314 Ib 76 Ib 901 Ib 476 Ib 0.96 in 0.51 in j3EAM DATA Left Center Span Length 2 ft 15 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.00 CF=1.00 Cr-1.15 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1702 ft-lb 7.8 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 479 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections:: Req'd Provided Section Modulus: 19.73 in3 31.64 in3 Area (Shear): 3.99 in2 16.88 in2 Moment of Inertia (deflection): 161.98 in4 177.98 in4 Moment: 1702 ft-lb 2729 ft-Ib Shear: 479 Ib 2025 Ib 11■ Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _4,402.70.Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:35 PM page 0 JOIST LOADING Uniform Floor Loading Live Load Dead Load Total Load Left Center LL = 40 psf 40 psf DL = 10 psf 10 psf TL = 50 psf 50 psf TL Adj. For Joist Spacing wT = 66.7 plf 66.7 plf Wall Loading Wall One Live Load (1- to Joists): L1 = 48 plf 0 plf Dead Load (1- to Joists)D1 = 123 plf 0 plf Load Location X1 = 0 ft 0 ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L2- MULT JSTS OVER REAR GARAGE Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 113.5% Controlling Factor: Moment •■ Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:38 PM page of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.01 IN U4647 Dead Load 0.00 in Total Load 0.02 IN U3417 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1308 Ib 1308 Ib Dead Load 471 Ib 471 Ib Total Load 1778 Ib 1778 Ib Bearing Length 0.95 in 0.95 in REAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 2223 ft-Ib 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1138 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 29.64 in3 63.28 in3 Area (Shear): 9.48 in2 33.75 in2 Moment of Inertia (deflection): 27.58 in4 355.96 in4 Moment: 2223 ft-Ib 4746 ft-lb Shear: 1138 Ib 4050 Ib LOADING DIAGRAM S,INIFORM LOADS Center Uniform Live Load 53 plf Uniform Dead Load 13 plf Beam Self Weight 7 plf Total Uniform Load 73 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 470 plf 168 plf 470 plf 168 plf Oft 5ft 5ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L3- MAIN GARAGE BEAM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 16.5 IN x 19.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.0% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.49 IN L/461 Dead Load 0.14 in Total Load 0.63 IN L/359 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4774 Ib 6989 Ib 1350 Ib 2025 Ib 6124 Ib 9014 Ib 1.71 in 2.52 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 19 ft 0 ft 19 ft 1.00 1 0.14 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Cv=0.97 265 psi Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Fv = Cd=1.00 E_ Fc - = Adjusted Controlled by: Fb' = 2332 psi Fv' = 265 psi 1800 ksi E' = 1800 ksi 650 psi Fc - = 650 psi Controlling Moment: 36218 ft-Ib 11.78 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -8322 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 186.4 in3 249.56 in3 Area (Shear): 47.11 in2 90.75 in2 Moment of Inertia (deflection): 1608.53 in4 2058.89 in4 Moment: 36218 ft-lb 48491 ft-Ib Shear:-8322 Ib 16033 Ib 9/19/2015 1:00:40 PM page of Holly Linendoli 111,11 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 20 plf 20 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 1308 Ib 2755 Ib Dead Load 471 Ib 780 Ib Location 14 ft 15 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 400 plf 100 plf 400 plf 100 pif Oft 4.5 ft 4.5 ft 410 plf 85 pif 410 plf 85 pif 4.5 ft 14.5 ft 10 ft Three 400 plf 100 plf 400 plf 100 plf 14.5 ft 19 ft 4.5 ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L4- 16' GARAGE DOOR HEADER Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.125 IN x 15.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 20.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.37 IN U525 Dead Load 0.22 in Total Load 0.58 IN U329 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4466 Ib 6187 Ib 3051 Ib 3538 Ib 7516 Ib 9726 Ib 2.26 in 2.92 in REAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16 ft 0 ft 16 ft 1.00 1 0.22 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Rase Values Fb = 2400 Fb_cmpr = 1850 Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = Comp. -I- to Grain: Fc - = Bending Stress: psi psi 265 psi 1800 ksi 650 psi Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 31797 ft-Ib 8.96 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: -8969 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 158.98 in3 192.19 in3 Area (Shear): 50.77 in2 76.88 in2 Moment of Inertia (deflection): 1050.64 in4 1441.41 in4 Moment: 31797 ft-Ib 38438 ft-Ib Shear:-8969 Ib 13581 Ib 111. Holly Linendoll 1111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 SitruCalc Version 9.0.1.4 9/19/2015 1:00:43 PM page /of LOADING DIAGRAM 16 ft 2 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 17 plf 17 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 615 Ib 3370 Ib Dead Load 748 Ib 1528 Ib Location 3 ft 13 ft IRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 378 plf 281 plf 378 plf 281 plf Oft 3ft 3ft 440 plf 236 pif 440 plf 236 plf 3ft 13 ft 10 ft Three 378 plf 281 plf 378 plf 281 pif 13 ft 16 ft 3ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L5- HDR OVER WDW @ REC RM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 22.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2384 Dead Load 0.02 in Total Load 0.04 IN U1347 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1653 Ib 1653 Ib 1273 Ib 1273 Ib 2925 Ib 2925 Ib 1.34 in 1.34 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ± to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc - ± = 625 psi Adjusted Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc - ±' = 625 psi Controlling Moment: 3656 ft-Ib 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2048 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 40.63 in3 49.91 in3 Area (Shear): 17.06 in2 32.38 in2 Moment of Inertia (deflection): 41.13 in4 230.84 in4 Moment: 3656 ft-Ib 4492 ft-Ib Shear:-2048 Ib 3885 Ib 1111 Holly Linendoll 1111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:45 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 661 plf 502 plf 7 plf 1170 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: L6- BM ACROSS TUB @ REC RM BATH Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 56.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1552 Dead Load 0.01 in Total Load 0.07 IN U1222 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1295 Ib 1295 Ib 350 Ib 350 Ib 1645 Ib 1645 Ib 0.75 in 0.75 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Center 7 ft 0 ft 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Adjusted Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc - -1-' = 625 psi Controlling Moment: 2879 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1283 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 31.99 in3 49.91 in3 Area (Shear): 10.69 in2 32.38 in2 Moment of Inertia (deflection): 53.53 in4 230.84 in4 Moment: 2879 ft-Ib 4492 ft-lb Shear: 1283 Ib 3885 Ib 11111 Holly Linendoll 11111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:48 PM page of LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 370 plf 93 plf 7 plf 470 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: L7- BM ACROSS ENTRY PORCH DECK Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NIDS)] 3.5 IN x 7.25 IN x 5.5 FT Pressure Treated #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 76.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2031 Dead Load 0.01 in Total Load 0.04 IN L/1596 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 660 Ib 660 Ib 180 Ib 180 Ib 840 Ib 840 Ib 0.57 in 0.57 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 5.5 ft 0 ft 5.5 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 796 psi Cm=0.85 CF=1.30 Ci=0.80 Fv = 180 psi Fv' = 140 psi Cd=1.00 Cm=0.97 Ci=0.80 E = 1600 ksi E' = 1368 ksi Cm=0.90 Ci=0.95 Fc - -L = 625 psi Fc - -- = 419 psi Cm=0.67 Controlling Moment: 1155 ft-Ib 2.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -672 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 17.42 in3 30.66 in3 Area (Shear): 7.22 in2 25.38 in2 Moment of Inertia (deflection): 19.7 in4 111.15 in4 Moment: 1155 ft-Ib 2033 ft-Ib Shear: -672 Ib 2363 Ib Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:51 PM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 240 plf 60 plf 6 plf 306 plf Project: 2197A-McCARTER OPT (COMP ROOF) Location: F1- FTG @ GARAGE Footing [2012 International Building Code(2012 NDS)] Footing Size: 2.83 FT x 2.83 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 60000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 2.83 ft L= 2.83ft Depth = 12 in d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 5.5 in n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) _ Controlling Reinforcing Steel: As-reqd = Qu = Qe = Areq = A= 1125 psf 1350 psf 6.68 sf 8.01 sf Bear = 13612 Ib Bear -A = 83566 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 3499 Ib 21013 Ib 55 11381 102094 136125 68063 68063 in Ib Ib Ib Ib Ib 57785 in-Ib 335884 in-Ib 0.65 0.13 0.73 0.73 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. in in2 in2 in2 As = 0.79 in2 Ld = Ld-sup = 15 in 13.98 in 1111 Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:53 PM page of LOADING DIAGRAM 12 in 1-5.5 in --) I I n 2.83 ft 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 6989 Ib PD = 2025 Ib PT = 9014 Ib Pu = 13612 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 774 Ib Project: 2197A-McCARTER OPT (COMP ROOF) Location: F2- FTG @ GARAGE Footing [2012 International Building Code(2012 NDS)] Footing Size: 2.83 FT x 2.83 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 60000 psi c= 3 in FOOTING SIZE, Width: W = 2.83 ft Length: L = 2.83 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 5.5 in n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1214 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 7.2 sf Area Provided: A = 8.01 sf Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3636 Ib Allowable Beam Shear: Vc1 = 21013 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.65 in Steel Required Based on Moment: As(1) = 0.14 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.73 in2 Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Bear = 14145 Ib Bear -A = 83566 Ib Bo = 55 in Vu2 = 11826 Ib vc2-a = 102094 Ib vc2-b = 136125 Ib vc2-c = 68063 Ib vc2 = 68063 Ib Mu = 60045 in-Ib Mn = 335884 in-Ib As-reqd = 0.73 in2 #4's @ 9.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = 15 in Ld-sup = 13.98 in Holly Linendoll Alan Mascord Design 1305 NW 18th Ave e Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:56 PM page d of FOOTING LOADING Live Load: Dead Load: Total Load: PL = PD = PT = 6187 Ib 3538 Ib 9725 Ib Ultimate Factored Load: Pu = 14145 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 774 Ib ICICLE CREEK ENGINEERS Geotechnical, Geologic and Environmental Services 1 July 9, 2004 t Michael McCarter 3033 NW 70th Street Seattle, Washington 981 ri—RE-VJEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Letter Report Preliminary Geotcchnical Services South 150th Street Residential Lots 6 & 7 Second Addition Adams Home Tracts 48xx South 150th Street Tukwila, Washington ICE File No. 050E-001 INTRODUCTION Icicle Creek Engineers (ICE) is pleased to submit this letter report sununarizing our preliminary geotechnical engineering services for two residential lots located in the 4800 block of South 150th Street in Tukwila, Washington. The attached Vicinity Map, Figure I, shows the approximate location of the project site. Our services were completed in general accordance with our Updated Proposal dated May 12, 2004, and were authorized by Michael McCarter on May 14, 2004. PROJECT DESCRIPTION According to a boundary and topographic survey map provided to ICE by Schroeter Land Surveying, the subject site is a roughly rectangular parcel that measures about 240 feet by 310 feet overall and encompasses approximately 1.7 acres. This parcel comprises two lots (identified as tax lot nutnbcrs 4200-0148-03 and 4200-0147-04) intended for development as single-family residences. However, because the parcel spans a "steep slope arca" as defined by the City of Tukwila, a preliminary geotechnical evaluation is desired to establish appropriate general design requirements and constraints on each lot. The attached Site and Exploration Plan, Figure 2, shows the sitc boundaries. SCOPE OF SERVICES Our scope of services for this preliminary phnsc.of the project involved a geotechnical analysis of local stability conditions on the subject site, and a feasibility study concerning future dcvclo mC Specifically, our scope included the following items. 0 R R E L T IO N • Rcview geological maps and City of Tukwila zoning maps pertaining to the site. • Complete a geologic reconnaissance of the property to evaluate surface conditions. • Advance one boring to a depth of about 40 feet near the boundary line between the two lots, close to the brink of the ravine. This boring was advanced with a hollow -stem auger using a tnick-mounted drill rig operated by an independent drilling firm working under subcontract to 10E. 1)1 23QNF i yetlri +laj„•eks�witi10ty98027-2519 • www.iciclecreekengineers.com • (425) 427-8187 phone • (425) 427-6629 fax Michael McCarter Juiy 9, 2004 Page 2 • Perform SPT sampling and testing at 5-foot depth intervals within the borehole, and collect soil samples for further laboratory observation. • Classify the soils encountered in the boring and prepare a detailed log of subsurface conditions. • Analyze stability conditions on the ravine sideslope and interpret a safety factor with respect to the risk of future Iandsliding.. • Assess othcr geotechnical risks for the site, if any, based on our knowledge of soil and ground water conditions. • Develop preliminary conclusions regarding thc geotechnical feasibility of developing the site with two single-family residences, and provide preliminary recommendations regarding appropriate setbacks from the brink of the ravine, suitable foundation types, and othcr general design issues. • Develop recommendations for additional gcotechnical studies on the site, if warranted. SITE CONDITIONS GENERAL An ICE representative visited the project site on June 14, 2004 to evaluate surface and subsurface conditions. The following text sections describe our observations, findings, measurements, and interpretations regarding site conditions. Figure 2 illustrates the major existing site features. SURFACE CONDITIONS The subject parcel is presently vacant and undeveloped. Single-family residences occupy the adjacent properties. Surface grades across the southernmost portion of the parcel are fairly flat, with a gentle slope downward to the east. In contrast, the central and northern portions of the parcel consist of a deep (about 40 to 50 feet) ravine that plunges toward the east. This ravine has sideslope angles on the order of 1.5H:1 V to 2.01-1:1 V (horizontal:vertical). Vegetation varies considerably across the parcel. The southeastern part is covered by low grasses, the southwestern part is covered by berry vines, and thc remainder (occupied by the ravine) supports a moderately dense growth of mature maple and cedar trees. Most of these trees cxhibit straight trunks, but a few show the bowing that is a common indicator of soil creep. The ravine sideslopes have a light to moderate groundcover, whereas the ravine invert area is densely vegetated with hydrophilic plants. We did not observe any evidence of severe erosion, active carthsliding, or other large-scale instability on the ravine sideslopes at the time of our visit. However, there is a clearly defined bench that begins near the site's eastern boundary and extends downward across the ravine sideslope for about 50 linear feet. A footpath has been established on this bench as a convenient means to cross the ravine. Although the bench could have been cut in to accommodate the footpath, it appears more likely that the bench represents the top of an old slump block. Judging by the vegetation in this arca, the inferred slump probably occurred at least several decades.ago. SUBSURFACE CONDITIONS According to the Preliminary Geologic Map of Seattle and I'icinity, Washington prepared by Waldron and others (United States Geological Survey Map I-354, dated 1962), the project site is underlain by Vashon Till, which they describe as a "compact, concrete -like mixture of silt, sand, gravel, and clay" that has been deposited and overridden by continental glacier ice. They also indicate that the thicknesses of this particular glacial till deposit arc generally less than 50 feet but can exceed 150 feet. Scanned'tiVe5if`bedrinerrs 0506001/070904 Michael McCarter Juiy 9, 2004 Page 3 As previously mentioned, we explored subsurface site conditions by means of one boring advanced to a depth of about 40 feet below surface grade. Our boring was located near the boundary line between the two individual lots and approximately 10 feet behind the brink of the ravine slope, as shown on Figure 2. A geotechnical engineer from our firm continuously monitored the boring, classified the soil samples, observed the ground water conditions, and prepared a detailed log. All soil samples were classified in general accordancc with the system described on Figure 4. Our boring log is presented as Figure 5. Our exploratory boring revealed alternating Layers of silty sands and slightly cleaner sands. extending downward to near the ravine invert elevation. These observed soils were generally consistent with the stratigraphy shown on the aforementioned geologic map. The attached Geologic Cross -Section, Figure 3, illustrates our interpretation of subsurface conditions across the southern half of the site. Specifically, our boring encountercd about 15 feet of medium densc to dense, silty sand with gravel, overlying about 5 feet of dense sand with silt and gravel, in turn overlying about 5 feet of very dense, silty sand with gravel. We interpret all of these strata to represent textural variations within a glacial till deposit. From a depth of about 25 feet below grade to our boring termination depth of about 40 feet, we observed dense to very dense, line to medium sand with silt. We infer that this latter soil is either an additional layer of the same glacial till deposit or an advance outwash deposit. At the time of drilling, our boring disclosed ground water about 35 feet below surface grades. This depth corresponds with the lower sand layer (either glacial till or advance outwash) and is about 15 feet higher than the nearby ravine invert. Because our boring was performed between the typical wet and dry seasons for the Puget Sound rcgion, we infer that the observed ground water depth represents an intermediate level between the yearly high and low levels. SLOPE STABILITY ANALYSIS ANALYTICAL PROCEDURE We began our stability analysis by developing a surface cross-section through the ravine and the proposed building areas to the south, based on the topographic survey map supplied to us. Next, we interpreted the subsurface stratigraphy, based on our exploratory boring, and then inferred appropriate soil properties, based on correlation charts. Table 1 summarizes our inferred soil values for the four main stratigraphic layers revealed by our boring. TABLE l ESTIMATED PROPERTIES OF ON -SITE SOILS FOR STABILITY ANALYSIS .. • - Soil Lay' er ... __ Density (pcf) Cohesion _ (hsn . Internal Friction Angle (degrees) 1: Medium dense to.dense, silty•SAND with gravel 125 0 '32 2: Dense SAND with silt & gravel 130 0 34 3: Very dense, silty SAND with gravel 135 0 36 4: Dense to very dense SAND with silt 130 0 36 Note: pcf = pounds per cubic foot; psf = pounds per square foot. i Scarhtietf 15sMai%Sb'afirrier 0506001 /070904 Michael McCarter July 9, 2004 Page 4 To model the foundation load applied by future houses, we applied a vertical force of 2,000 pounds per linear foot (pH) acting at a depth of about 2 feet, where suitable bearing soils were encountered in our borings. We analyzed the existing slope using a piczometric depth of 35 feet, which would simulate an average ground water level as was encountered in our on -site boring. Our analysis also included a piczometric depth of 25 feet, which would simulate a greatly elevated ground water level. Although this magnitude of ground water rise is probably unrealistic, it does serve to illustrate the effect of temporary peaks in the ground water table during the wet season. ANALYTICAL RESULTS A safety factor is defined as the ratio of the sum of all forces or moments resisting slope movement versus the sum of all forces or moments tending to cause slope movement. Consequently, a slope that possesses a safety factor of 1.00 is on the verge of sliding, whereas a slope with a safety factor greater than 1.0 has some resistance to sliding. According to standard geotechnical engineering practice, a static safety factor of 1.50 is considered the desirable minimum value for most slopes. Lower safety factors in the range of 1.05 to 1.25 arc typically accepted for various temporary or transient conditions. Based on the aforementioned values of internal friction angle, cohesion, density, foundation Toad, and piezomctric elevation, we utilized the conventional method of slices to calculate safety factors associated with five different landslide scenarios. These scenarios were intended to assess possible setback conditions for future development. Our landslide scenarios and associated safety factors arc presented below. Landslide Scenario Safety Factor 1. Small slide originating 10 feet behind top of slope 2. Mcdium slide originating 20 feet behind top of slope 3. Mcdium slide originating 22 feet behind top of slope (undercutting foundation) 4. Large slide originating 22 feet behind top of slope (undercutting foundation) with normal ground water level 5. Large slide originating 22 feet behind top of slope (undercutting foundation) with elevated ground water level 1.19 1.70 1.51 1.68 1.46 Our results indicate that the most likely failure would involve a relatively shallow slide occurring al or near the top of the ravine slope; deep slides arc less likely to occur, cued under condition's' of elevated ground water 'levels. This result is typical for granitTar soils, such as those observed below the site, because they generally gain shear strength and density with depth. In fact, minimum safety factors for granular soils arc usually associated with surficial raveling on a slope face. Our analytical results also indicate that a foundation setback distance of 20 from the top of the ravine slope would provide an adequate safety factor for future houses. Specifically, we obtained a safety factor of 1.51 based on a shallow spread footing applying a load of 1,500 plf at a setback distance of 20 feet. Even under the condition of a highly elevated ground water level, which would likely not occur for more than very short periods of time, we derived a safety factor of 1.46; this calculated value Scanrieitt CaliTrSogiinrdr 0506001 /070904 Michael McCarter July 9, 2004 Page 5 nearly satisfies the minimum value (1.50) desired for long-term conditions, and it exceeds the minimum values (1.10 to 1.25) typically accepted for temporary conditions. CONCLUSIONS AND RECOMMENDATIONS Based on our analytical results described above, we generally conclude that the proposed development of two single-family residences at the site is feasible from a geotechnical standpoint. The following paragraphs present our specific conclusions and recommendations concerning future siite development. • Slope Stability: We conclude that the existing ravine sideslopes arc reasonably stable and not in imminent danger of a stability failure. However, the steepness of the sideslopes and the possible presence of an old slump failure indicate that appropriate precautions should be applied to any future development. These would include slope setbacks and conservative bearing pressures for ne:w foundations, as discussed in more detail below. • Other Risks: Aside from slope stability considerations, the most likely geotechnical risk probably involves soil erosion on the ravine sideslopes. As such, the future development should include provisions for slope protection, as discussed below. Liquefaction of the on -site soils does not present a significant risk, in our opinion; the combination of high density, moderately high silt content, and fairly low ground water table makes these soils relatively resistant to liquefying in an earthquake. • Foundation Loads: In our opinion, the subsurface soils are suitably dense to support the future houses on conventional spread footings. We recommend using an allowable static bearing capacity of 1,500 pounds per linear foot for continuous strip (wall) footings and 1,500 pounds per square foot for isolated pad (column) footings. • Primary Foundation Setbacks: Given the aforementioned bearing capacities, we recommend that all foundation elements for the main house structure be set back at least 20 feet behind the top of the ravine slope. Figure 2 illustrates our interpretation of the top -of -slope line, based on the topographic survey map. Therefore, all wall and column footings should be set back at least 20 feet south of the indicated line. It might be useful to have the top -of -slope line and 20-foot-setback line staked in the field before construction begins. • Ancillary Foundation Setbacks: Aside from the primary foundation elements discussed above, we anticipate that some additional foundation elements might be needed to support decks, canopies, or other ancillary structures. In our opinion, it would be feasible to place these elements within the 20- foot setback zone if their loads arc transferred to deeper soils. Specifically, we recommend that these deeper foundations consist of needle piles, drilled piers, augercast piles, or some other suitable type. Regardless of type, we also recommend that all piles/piers extend downward below the ground surface a distance equal to (or exceeding) the horizontal encroachment distance. For example, a deck foundation installed 12 feet inside the setback line (or 8 feet from the top -of -slope line) should extend at least 12 feet dcep. • Slope Protection: Runoff water from house roofs, decks, patios, drains, and other sources should not be allowed to concentrate and flow over the ravine sideslopes, due to the risk of severe soil Icicle Creek Engineers Scanned by CamScanner 0506001/070904 Michael McCarter July 9, 2004 Page 6 erosion. Instead, all such water should be collected in tightline pipes and routed to a municipal storm drain or other appropriate location. We also recommend that existing trees and other vegetation on the sideslopes not be disturbed, because they are currently providing some surficial stabilization benefits. Additionally, a hardy groundcover could be established on any barrcn portions of the sideslopes to help minimize future erosion. ******************** We trust this geotechnical letter report meets your present needs. Please call if you have any questions or need additional infonnation. Yours very truly, Icicle Creek Engineers, In James M. Brisbine, P.E. Principal Engineer 1 EXPIRES 2 /i i/ t 1 Document ID: 0506001.So 150thStProperty.analysis, letter Two copies submitted Attachments Icicle Creek Engineers 0506001/070904 Scanned by CamScanner 0 0 Scalc in Feet EXPLANATION Boring Location a4 r^ t� t0 <� Site and Exploration Plan - Figure • • • W • 0.1 • { t • • { 1 • 0 • • 0iz i' i ♦ •. • • 1 1 aoa I RAVtNc INVERT !pH.,r••-•• 08t•�l 1 00a g� 1 N • r 1� I a cn \\ I L._•o•_•_•_._._•_•_•_•_._•_•_•I�•�•_ ..••_• wino • :am •_• ot Ott ♦♦ • • ♦ • (oom ata pomp) 0NIA3nans aNV1 a3Liothos A9 dVW A3nans maws Scanned by CamSranner (AUOCIWS CODAS 11wOSt s) 100-90500 Dpj }) McCarter Property Site Development Plan • 4111111- z in Approximate Scale 0 Development footprint Approximate buffer extent Scanned by CamScanner March 16, 2017 Project No. 170145E001 Mike McCarter 3033 NW 70th Street Seattle, Washington 98117 associated earth sciences r_r hp o r. 8 t e d Subject: Geotechnical Review of La` McCarter Tukwila Property 48xx South 150th Street Tukwila, Washington Dear Mr. McCarter: REVIEWED FOR CODE COMPLIANCE APPROVED APR 04 2017 City of Tukwila B _. DING DIVISION RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Associated Earth Sciences, Inc. (AESI) is pleased to submit this geotechnical letter summarizing our review comments regarding your layout drawings for the planned residences in Tukwila, Washington. Our review services were authorized by your email on March 11, 2017. SITE AND PROJECT DESCRIPTION The project site comprises two residential parcels (No. 0042000147 & No. 0042000148) located in the Thorndyke neighborhood of Tukwila, Washington. These contiguous parcels form a combined area that measures approximately 270 feet by 310 feet overall and covers about 1.9 acres. The site is roughly delineated by the South 148th Street right-of-way on the ngrtja ij ION by residential properties on the west, east, and south. GO R t t Development plans call for constructing a single-family residence on each subject parcel, designated House A and House B. According to layout drawings supplied to us, both residences will be situated on the southern margin of the parcels, with a new asphalt -paved driveway extending out to South 150th Street. The remainder of the site consists of a deep, forested ravine and will be left undeveloped. 1)14-0V Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 h Hewitt Avenue, Suite 2 I Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 11552 Commerce Street, Suite 102 I Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com •/ McCarter Tukwila Property Tukwila, Washington Geotechnical Review of Layout Drawings REVIEW DOCUMENTS Our review encompassed the following documents, which were contained in the submittal package provided to AESI. • Civil Plans: McCarter Properties; sheets C1.0 to C7.0; dated January 15, 2007; prepared by Layton & Sell, Inc. • Detail Drawings: Option 1 and Option 2; dated January, 2017; prepared by client. REVIEW COMMENTS The following paragraphs summarize our review comments regarding geotechnical items contained in the aforementioned submittal documents. It should be noted that our scope of work did not include a check of engineering calculations or a review of non-geotechnical issues, nor does our review purport to verify the accuracy of the documents. 1. House Layout: The previous geotechnical report for the project recommended that both new houses maintain a minimum horizontal setback distance of 20 feet from the top of the steep ravine slope. The recent detail drawings show that House A complies with this setback, whereas House B has a minimum setback of only about 9 feet. In our opinion, this proposed location for House B is geotechnically feasible as long as the north -side foundations are sufficiently deep to create an effective setback of 20 feet from the adjacent slope face. This could be accomplished either by installing an array of foundation piles or by constructing deep spread footings. In the latter case, given an existing slope angle of about 1.5H:1V (Horizontal:Vertical), we recommend that the north -side footings be deepened by at least 2/3 foot for every 1 foot of setback reduction. For the currently planned setback distance of 9 feet, which corresponds to a setback reduction of 11 feet, the footings should be deepened by (11 feet)x(2/3) = 7.33 feet. With a conventional footing depth of 1.5 feet, the total footing depth would be (1.5')+(7.33') = 8.83 feet, which rounds up to 9 feet below ground surface. 2. Vegetation Considerations: We understand that some existing trees may need to be removed as part of the construction project. These trees are located on the relatively flat portion of the parcel, behind the steep slope area. In our opinion, there would be no adverse effects to the steep slope as a result of removing these trees. We do recommend, however, that groundcover vegetation be maintained between the house and the steep slope. We further recommend that no trees be removed from the steep slope itself. March 16, 2017 JMB/Id- 170145E001-2 - Projects\20170145\TE\WP ASSOCIATED EARTH SCIENCES, INC. Page 2 McCarter Tukwila Property Tukwila, Washington Geotechnical Review of Layout Drawings CLOSURE We appreciate the opportunity to be of further service on this project. Please feel free to contact us if you have any questions regarding our geotechnical conclusions and recommendations. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Tacoma, Washington J'mes M. Brisbine, P.E., L.G., L.E.G. Matthew A. Miller, P.E. Senior Associate Geotechnical Engineer Principal Geotechnical Engineer March 16, 2017 JMB/Id- 170145E001-2 - ProjedsV0170145VEIWP ASSOCIATED EARTH SCIENCES, INC. Page 3 ZZA oft „IL L r 2, To: Cc: From: Date: Subject: Michael McCarter Wendy McHugh Layton & Sell, Inc. James M. Brisbine, RECEIVED CITY OF TUKWILA ' MAR 2 0 2017 P..,-P..F.R.MIT C NT:rR- REVIEWED FOR CODE COMPLIANCE APPROVED pertieAPR 0 4 2011 City of Tukwila BUILDING DIVI6ION �— At your request, Zipper Zeman Associates, Inc. (ZZA) recently reviewed the geotechnical aspects of design/construction plans pertaining to the above -referenced residential Lots. For purposes of our review, we were provided with the following plan sheets and associated documents. MEMORANDUM .lob No.: 81065063 January 24, 2007 Geotechnical Plan McCarter Tukwila Pr 48xx S. 150th Street Tukwila, Washington • Civil Plans: McCarter Properties; Sheets C1.0, C2.0, C3.0, C3.1, C4.0, C5.0, C6.0, and C7.0 (dated January 15, 2007) prepared by Layton & Sell, Inc. • Architectural Plans (dual sets): Residence for McCarter, Lot 617; Sheets 1, 2, 3, 4, and G (dated June 2006) prepared by Alan Mascord Design Associates, Inc. • Structural Mans (dual sets): McCarter, Lot 6/7; Sheets Ll, L2, L3, and L4 (dated July 6, 2006) prepared by Stoney Point Engineering. • Drainage Control Report: McCarter Properties; 21 pages (dated January 15, 2007) prepared by Layton & Sell, Inc. • Geotechnical Reportt: Preliminary Geotechnical Services, South 150th Street Residential Lots 6 & 7, Second Addition Adams Home Tracts; 6 pages (dated July 9, 2004) prepared by Icicle Creek Engineers. Zipper Zeman AMsedates, inc. Geotechnical and Envinnmental Consulting A 1Ferrsean Company t 4405 S> 36" St et #E2l O, Bellevue, WA 98006 (425) 746-1889 Fax; (425j 746-12 6 yORREE T►N LTR# I 4 01,r1 ZZA VEAVNAN- Project Description McCarter Tukwila Properties job No. 81065063 January 24, 2007 Page 2 The project site comprises two adjacent undeveloped residentiak lots located in the Foster/Thomdyke neighborhood of Tukwila, Washington. These combined lots form a parcel that is visually delineated by existing residences on the west and south, and by a greenbelt ravine on the north and east. The parcel has a roughly rectangular shape that measures about 240 feet by 310 feet overall and encompasses approximately 1.7 acres. Future development plans call for building a single-family house or the southern portion of each lot, while leaving the middle and northern portions undeveloped. Both new houses will be two-story wood -frame structures with daylight basements. Access driveways comprising a combination of asphaltic pavement and pervious pavers will enter the site at its southeastern corner. Review Comments . The following paragraphs summarize our review comments regarding geotechnical items contained in the aforementioned plan set and supporting documents. As a convenience to the design team, we have underlined any statements that might require an addition or modification to the plan set, or might require special provisions during construction. It should be noted that our scope of work did not include a check of structural or civil calculations or other non-geotechnical issues, nor does our review purport to verify the accuracy of the plans. 1. Surface Conditions: Natural surface grades across the site form a fairly level bench along the southern side, and a deeply incised ravine on the middle and northern portions. This ravine is about 40 to 50 feet deep and has sidesfope angles ranging from about 2.0H:1V to 1.5H:1V (horizontal:vertical). 2. Subsurface Conditions: According to the geotechnical report, the subject lot is underlain by medium dense to very dense, interlayered, sands with varying amounts of silt and gravel, extending to a depth of about 40 feet or more. These soils were interpreted to be some combination of native glacial till and advance outwash. Groundwater was observed at a depth of about 35 feet. 3. Slope Setbacks: Because the subject lots sit near a ravine sidesfope of significant height and steepness, the geotechnical report recommended that both houses maintain a foundation setback of at least 20 feet from the sidesfope. Civil sheet C1.0 indicates that a setback distance of about 22 feet or more is provided for both houses, when measured horizontally from any foundation surface to the nearest sidesfope face (accounting for footing embedment). In our opinion, the indicated setbacks are adequate from a geotechnical perspective. If actual setback distances measured at the time of construction are found to he somewhat less than 20 feet, the affected portion(s) of footing should be deepened as necessary to provide a sufficient setback. Ocotechnical Plan Review ZZA ro A dek McCarter Tukwila Properties lob No. 81065063 January 24, 2007 Page 3 4, Foundations: According to the architectural and structural plans supplied to us, the house foundations consist of spread footings that extend at least 18 inches below finished grade and impose a soil bearing pressure of 1500 psf. These design details comply with the geotechnical report, which assumed all footings will bear on dense native soil or compacted structural fill. 5. Retaining Walls: According to the architectural plans, backfilled retaining walls will be used around the house basements, and equivalent fluid pressures of both 35 and 40 pcf have been calculated for all wall designs. In our opinion. a design value of 35 pcf is adequate if the walls are unrestrained (allowed to yield slightly) during the backfilling operation. A gravel curtain drain and a perforated -pipe heel drain are shown behind all retaining walls, and we concur with these drainage details. 6. Drainage and Runoff: The architectural plans indicate that perforated drainpipes will be installed around the exterior foundation walls to collect groundwater, and the civil plans indicate that separate tightline drainpipes will be installed to collect roof -runoff water. All water sources will then be routed down to the ravine invert via a 6-inch-diameter tightline outfall pipe, which discharges onto a gabion-type energy dissipater blanket. This outfall pipe will be anchored to the slope with soil staples installed at 10-foot intervals. The various drainage and discharge details comply with our geotechnical recommendations. Summary In conclusion, the geotechnical aspects of the plan sheets that we reviewed have been prepared in general accordance with the geotechnical report and with our subsequent verbal recommendations, as well as with conventionally accepted geotechnical criteria. It is therefore our opinion that the geotechnical aspects of the proposed project can be successfully accomplished if proper construction methods are used and if all appropriate geotechnical recommendations are followed. Crowrchnicat Flan Rtvirw u77,2 Building Height Calculations I f I 1 �r I a I •REVIE, I.FOR 'CODE COI PIIANCE FIAPPR 1.Ep 4 - : PO 4 20 Ci tOf Tukwila jEhlUk (DING ptypON ,t 1 ii \ 1 \ f )r''1 fi , € 1 VI 1; �\ \ j ti9 r fy . 1 a� aw A ` � �t 1 0 — . —_t. 4 — ! :r-- ' \ ti .± x, —i 1; r I Lr // \ \ 1 —1 ....` I 1 1 f 'k't : p 1 Lot 6 — House A =247.33' 'B' = 242.0' = 246.69' 'D' = 252.33' Avg Grade = 990.69 / 4 = 247.67' Garage FF = 243.0' Main FF = 253.0' Upper FF = 263.0' Midpoint Slope = 275.5' Height Calc = 275.5 — 247.67 = 27.83' ( 2.17' < max height = 30') Lot 7 — House B 'A' = 240.00' 'B' = 235.03' 'C' = 236.17' 'D' = 241.80' RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Avg Grade = 948.52 / 4 = 238.25 Garage FF = 232.67' Main FF = 242.67' Upper FF = 252.67° Midpoint Slope = 265.17' Height Calc = 265.17 — 238.25 = 26.92' ( 3.08' < max height = 30') CORRECTION LT R # Doli+0-07.41 City of Tukwila Department of Community Development 9/3/2019 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, 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 10/2/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final 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 10/2/2019, 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 No: D14-0259 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 3/1/2019 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, 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 4/8/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final 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 4/8/2019, 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, IA 7-4 Bill Rambo Permit Technician File No: D14-0259 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-.3665 City of Tukwila Department of Community Development 3/1/2018 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, 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 4/11/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final 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 4/11/2018, 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 No: D14-0259 cO_ 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-366.5 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 9, 2017 Mike McCarter McCarter Properties LLC 3033 NW 70th St Seattle, WA 98117 RE: Request for Extension #1 Permit Number D14-0259 Dear Mr. McCarter, This letter is in response to your written request for an extension to Permit D14-0259. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 11, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0259 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Mike McCarter <sendmikeamessage@live.com> Sent: Friday, October 6, 2017 2:54 PM To: Bill Rambo Subject: Building Permit Extension Request for #D14-0258 and #D14-0259 To: Bill Rambo, Building Official Dear Bill In response to your August 31st letter, I would like to respectfully request an extension to the building permits #D14- 0258 and #D14-0259 issued to McCarter Properties LLC. Financing has been taking a bit longer than expected, however this project will be moving forward again very soon. Please let me know if you have any questions and feel free to call me at 206.579.7315 if you would like t ) discuss further. Sincerely, -Mike Mike McCarter McCarter Properties LLC 3033 NW 70th St Seattle WA 98117 ( Request for Extensio: # Current Expiration Date: (0-1(--17 Extension Request: Approved for days L. Denied (provide explanation) Signature -Initials RECEIVED CITY OF TUKWILA OCT 062011 PERMIT CENTER 1 ALAN MASCORD DESIGN ASSOCIATES, INC. September 1, 2015 To: City of Tukwila Attn: Allen Johannessen REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 RECEIVED CITY OF TUKWILA City of Tukwila BUILDING DIVISION MAR 2 0 2017 Re: Mascord plan 2197A — McCarter Opion PERMIT CENTER Windows and Doors Our plans are not provided with door and window schedules.However, all window types and sizes are noted on the floor plans. Where safety glazing is required, windows are noted with (temp) on the floor plans. Window energy requirements are note on sheet G. I hope this addresses your concerns, although please let me know if there are any additional items. Thank you James Rowell Plan Support COR�ECTION LTR# DI (4/o`c� 2187 NW Reed Street, Suite 100 Portland, Oregon 97210 5031225-0933 FAX 503 / 961-1961 www.mascord.com City of Tukwila Department of Community Development 8/31/2017 MICHAEL McCARTER 3033NW70ST SEATTLE, WA 98117 RE: Permit No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, 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 periiod of 180 days. Your permit will expire on 10/11/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final 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 10/11/2017, 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 No: DI4-0259 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director March 27, 2017 Mike McCarter McCarter Properties LLC 3033 NW 70 St Seattle, WA 98117 RE: Request for Extension #5 Development Application No. D14-0259 McCarter Residence Lot 7 — 4814 S 150 St Dear Mr. McCarter, This letter is in response to your written request for an extension to Application .Number D14-0259. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through September 20, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0259 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 15e-i-v- 61) tr.- Re,4 tit4-) friv e71})e) Ad A-7 ,Wed b, 5/2q-, A -Ad A.A7 Ai /111Cj/-, PN�,a,'es LLB 3033 pd uJ 7 0�` S�- fzier—IN cAJ / Request for Extension # Current Expiration Date: 0 l 1 Extension Request: Approved for 161 days Denied (provide oxplanation) 5-)- L)(—f o ✓-- t rt-i* -� L/—°L-5 t/i"e We-) RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Signature/Initials r March 17, 2017 Michael McCarter McCarter Properties, LLC 3033 NW 70th Street Seattle, WA 98117 City of Tukwila Dept of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188 RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER CORRECTION Subject: Summary of Corrections & Attachments for Project D14-0258 and D14-0259 To Whom It May Concern, The attached documents are being submitted in response to the Correction Letters dated Sep 4th, 2014 from the City of Tukwila (Bill Rambo) regarding permit applications D14-0258 and D14-0259. The list below addresses all of the corrections requested by the Department of Community Development: • Building Department (Allen Johannessen) GENERAL NOTE: Please find signed and stamped site plans and house plans printed in 24" x 26" format. Additionally, please find the signed and stamped structural calculations from Rowell Engineering. NOTE: Engineer (Todd Rowell) had a license expiration date of May 2016, therefore he has provided an updated stamp good through May 2018. See Attachment #1. 1. Per our conversation on February 24th, 2017; Alan Mascord does not provide a consolidated window and door schedule for their residential plans, however all window types and sizes are noted on the floor plans. Where safety glazing is required, windows are noted with (temp) on the floor plans as well. Window energy requirements are noted on sheet G. All windows and doors comply with IRC R308.4.5 & R308.4.6. See Attachment #2. 2. Copies of all relevant geotechnical reports have been attached here. • Attachment 3 — This is a geotechnical opinion on shifting house closer to ravine (by deepening the footer) and removing trees from flat area adjacent to, but not on slope • Attachment 4 — This is a geotechnical opinion on the design of an Ultra Block wall • Attachment 5 — This is a geotechnical opinion on revised stormwater energy dissipation blanket location (outside of sensitive area) 3. Structural calcs have been submitted with this letter and these are stamped by Todd Rowell. See Attachment 6 for Lateral Analysis and see Attachment 7 for Beam Calculations 4. Radon gas sheet will be disregarded. 5. House elevations are now marked to show North, South, East and West. • Fire Department (AI Metzer) 1. Length of fire apparatus turnaround and driveway improvements were reviewed with Don Tomaso on August 10"h 2015 and the approach outlined in these plans was deemed to be satisfactory for this property to be served by Tukwila Fire Dept. 2. Fire hydrant distance requirement was waived due to planned sprinkler system and lack of desire by Fire Dept to have a long dead line considering site limitations (see Attachment 8) • Planning Department (Carol Lumb) 1. Per our conversation on March 3, 2017, no trees will be removed from steep slope, or sensitive wetland areas, or buffers. For this reason, tree replacement ratios found in TMC18.54.130.3 are not applicable to this project, although new trees will be planted. A supplemental geotechnical analysis has been provided in support of tree removal from flat area South of steep slope (see Attachment 3) and additional details provided are found in Attachment 9. 2. See Attachment 10 showing building height calculations; both homes are < the 30' maximum • Public Works Department (Dave McPherson) 1. Costs of shared driveway and improvements such as utilities will be split equally between Lot 6 and Lot 7 and will be performed together as part of the same project. For clarity of record keeping, the costs have been divided equally and listed separately on two separate Public Works Bulletin A2 Fee Estimation forms (see Attachment 11 and Attachment 12). 2. Traffic Concurrency Certificate Application is attached along with payment of Test Fee. 3. Per my conversation with the Tukwila Permit Center, the Transportation Fee will be paid upon issuance of building permit. 4. Work within the right-of-way has been greatly diminished and is now limited to the dirt shoulder of the road, without any impact to asphalt of S. 150th St. Per my conversation with the Tukwila Permit Center, proof of bonding, insurance, and hold harmless will nonetheless be provided at the issuance of permit. 5. Per comment above, pavement mitigation fee is no longer required to due to new sewer line approach developed jointly with the Valley View Sewer District. Working within S. 150th is no longer required since sewer will run up the North side of the right-of-way alongside the asphalt to an existing 6" stub line going to the manhole (this approach was approved by Valley View Sewer district). 6. Fire hydrant has been waived due to reasons indicated in Attachment 8, email from Don Tomaso. Thank you for reviewing this set of additional materials and approving this permit. I am looking forward to having it issued soon so that I can begin working on this project. Please feel free to call me at 206.579.7315 with any questions or clarifications. Sincerely, Michael McCarter / 4) Reply I v ® Delete Ju. .. i v ••• X RE: McCarter Property - South 150th Street DT Don Tomaso <Don.Tomaso@TukwilaWA.gov> O Wed 8/10, 7:21 PM You Inbox Mike, e ® -' <j Reply I v Both homes will be equipped with residential fire sprinkler systems, as such you will be granted relief from the travel distance to the fire hydrant. This is based on the Water District 125 practice of not installing long dead end water lines in excess of 150' for fire hydrants line to maintain water quality. Your site does not allow looping the water system to do the sensitive areas on the North side of you property. Please attach this e-mail with your plan submittal to the City. If you have any further questions please do not hesitate to contact me. Sincerely, Don Don Tomaso Battalion Chief Fire Marshal City of Tukwila don.tomaso@tukwilawa.gov Direct Line 206-971-8723 Office Line 206-575-4407 RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER "You can't live a perfect day without doing something for someone who will never be able to repay you." John Wooden CORRECTION The city of opportunity, the community of choice. NOTICE: All emails, and attachments, sent to and from Tukwila Fire Department are public records and may be subject to disclosure pursuant to the Public Records Act (RCW 42.56) https://outlook.live.com/owa/projection.aspx DR- O'zQj 1/2 Reply I v Delete v ... X From: Mike McCarter [mailto:sendmikeamessage@live.com] Sent: Wednesday, August 10, 2016 12:15 PM To: Don Tomaso Subject: McCarter Property - South 150th Street Hi Don, I appreciate you taking a look at my site plans earlier today. Per our conversation, could you provide a variance letter for the fire hydrant? Thanks! -Mike https://outlook.live.com/owa/projection.aspx 2/2 City of Tukwila Department of Community .Development 2/1/2017 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit Application No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear MICHAEL McCARTER, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 8/7/2014, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 3/20/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, U�% Rachelle Ripley Permit Technician File No: D14-0259 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206.431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 20, 2016 Mike McCarter McCarter Properties LLC 3033 NW 70 St Seattle, WA 98117 RE: Request for Extension #4 Development Application No. D14-0258 McCarter Residence Lot 6 — 4812 S 150 St Dear Mr. McCarter, This letter is in response to your written request for an extension to Application Number D14-0258. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through March 20, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. DI4-0258 W:\Perntit Center\Extension Letters\Applications\2014\D14-0258 App Extension Letter #4.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Mike McCarter <sendmikeamessage@live.com> Sent: Monday, September 19, 2016 9:51 AM To: Jack Pace Cc: Bill Rambo Subject: Request for Application Extension for #D14-0258 and #D14-0259 Dear Mr. Pace, Per the Dept of Community Development communication from 8/2/2016 I would like to officially request at an application extension for permits D14-0258 d D14-0259 which apply to the two parcels in Tukwila owned by my company, McCarter Properties LLC. REASON: I have been working through some outstanding change requests from Valley View Sewer district related to a shared sewer maintenance agreement, easement and proposed work in the right of way for a temporary side sewer connection. I also needed to get some additional documentation from Tukwila Fire (Don Tomaso) confirming that my proposal will be adequate to meet their needs. At this point I landed on a plan that meets the needs of Tukwila Fire and Valley View Sewer district, and am ready to assemble all the documentation, validate my plans with Dave McPherson, incorporate feedback, and submit. Please grant me a 90 day extension so that I may include the latest revisions in my site plan and have permits issued for this project. Let me know if you have any questions and of course feel free to call me if you would like to discuss further. Sincerely, Mike McCarter McCarter Properties, LLC 206.579.7315 Request for Extension # Current Expiration Date: Extension Request: G Approved for /0 ° days Denied (provide explanation) '� Signature/Initials I RECEIVED CITY OF TUKWILA SEP 19 2016 PERMIT CENTER 1 City of Tukwila Department of Community Development 8/2/2016 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit Application No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150 ST Dear MICHAEL McCARTER, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 8/7/2014, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 9/20/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle Ripley Permit Technician File No: D14-0259 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace„ Director April 11, 2016 Mike McCarter McCarter Properties LLC 3033 NW 70 St Seattle, WA 98117 RE: Request for Extension #3 Development Application No. D14-0259 McCarter Residence Lot 7 — 4814 S 150 St Dear Mr. McCarter, This letter is in response to your written request for an extension to Application Number D14-0259. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through September 20, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Yiu4t�l���A''ti1 Rachelle Ripley Permit Technician File: Permit No. D14-0259 W:\Pernait Cente,\Extension Letters\Applications\2014\D14-0258App Extension Letter#2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Subject: Request for Application Extension for #D14-0258 and #D14-0259 Dear Rachelle Ripley, Pursuant to our previous phone call I would like to officially request an application extension for permits D14-0258 d D14-0259 which apply to the two parcels in Tukwila owned by McCarter Properties LLC. REASON: I am still working with various stakeholders from the city and the Valley View Sewer District to come up with an economically viable plan for this development. I have recently had several promising discussions regarding my upcoming Revision Submittal Sheet, although I will not be able to submit that ahead of the current application expiration date. Please grant me a 90 day extension so that I may address the requested revisions and have permits issued for this project. Please let me know if you have any questions and of course feel free to call me at 206.579.7315 if you would like to discuss further. Mike McCarter Request for Extension # Current .Expiration Date: Extension Request: Approved for Denied (provide explanation) days Signature/Initials RECEgvED 18 r uK Community Development City of Tukwila Allan Ekberg, Mayor Department of Community Development -• Jack Pace, Director January 4, 2016 MICHAEL MCCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Application No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150TH ST Dear MICHAEL MCCARTER: Permit application D14-0259 for the work proposed at MCCARTER RESIDENCE, LOT 7 (4814 S 150TH ST) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 3/20/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and :your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, kANI6 Rachelle Ripley Permit Technician File No: D14-0259 Tukwila City Hal! • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 22, 2015 Mike McCarter McCarter Properties LLC 3033 NW 70 St Seattle, WA 98117 RE: Request for Extension #2 Development Application No. D14-0259 McCarter Residence Lot 7 — 4814 S 150 St Dear Mr. McCarter, This letter is in response to your written request for an extension to Application Number D14-0259. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through March 20, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rc4,1 Bill Rambo Permit Technician File: Permit No. D14-0259 W.\Permit Center\Extension Letters\Applications\2014\D14-0259 App Extension Letter #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Mike McCarter <sendmikeamessage@live.com> Sent: Friday, September 18, 2015 4:34 PM To: Bill Rambo Subject: Request for App Extension for #D14-0258 and #D14-0259 Dear Bill Rambo: I would like to officially request an application extension for permits D14-0258 and D14-0259 which applies to the two parcels in Tukwila owned by McCarter Properties LLC. REASON: I have been working with Don Tomaso, Dana Dick, and David McPherson on some changes to the access road and sewer approach for this property. I have also spoken with Carol Lamb from the Planning Dept (about trees) as well as my own architect and civil engineer about minor changes to the house plans and overall site plan to address points that were brought up with the original application. As a result of these conversations, I am now very close to submitting my application with the Revision Submittal Sheets completed. The only significant thing I am left waiting for is the modified house plan and associated engineering, and I have been told by Alan Mascord Architects that their engineering firm has a two week queue and will not have the final documents prepared for me until the end of September. Please grant me a 30 day extension so that I may address the requested revisions and have permits issued for this project. Also feel free to let me know if you have any questions or you may call me at 206.579.7315 if you have concerns about issuing this extension or if would like to discuss further. Sincerely, Mike McCarter Request for Extension # Current Expiration Date: Extension Request: r[ Approved for n Denied (provide explanation) days /1 Signature/Initials me CITY OF UUKKW *A 21 2015 PERMIT CENTER 1 City of Tukwila Department of Community Development August 6, 2015 MICHAEL McCARTER 3033NW70ST SEATTLE, WA 98117 RE: Application No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150TH ST Dear MICHAEL McCARTER: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0259 for the work proposed at MCCARTER. RESIDENCE, LOT 7 (4814 S 150TH ST) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 09/20/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0259 15200.Snntheantor Rnn7ovnrrl.Cvito fflnn • Tvlru,iln Wnchinotnn QR1RR Phnno "/l/,_d21_2i571) a Fnv ?nA_Li 1_22c,FS City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director .. March 13, 2015 Mike McCarter McCarter Properties LLC 3033 NW 70 St Seattle, WA 98117 RE: Request for Extension #1 Development Application No. D14-0259 McCarter Residence Lot 7 — 4814 S 150 St Dear Mr. McCarter, This letter is in response to your written request for an extension to Application Number D14-0259. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through September 7, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0259 W:\Permit Center\Extension Letters\Applications\2014\D14-0259 App Extension Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Mike McCarter <sendmikeamessage@live.com> Sent: Friday, March 06, 2015 4:51 PM To: Bill Rambo Subject: Request for Application Extension for #D14-0258 and #D14-0259 Dear Bill Rambo: Pursuant to our previous phone call I would like to officially request an application extension for permits D14-0258 and D14-0259 which apply to the two parcels in Tukwila owned by McCarter Properties LLC. REASON: The individual who was previously managing the permitting process (Josh Friend at 1849 121st Ave SE Bellevue, WA) was unable to complete to the process due to a number of technical and resource challenges stemming from another project which was competing for his time. Unfortunately the situation did not come to my attention until the end of February, at which point we agreed that I would take over the project and carry it forward. I have already had several promising discussions regarding my upcoming Revision Submittal Sheet, although I will not be able to submit that ahead of the current application expiration date of 3/7/2015. Please grant me a 90 day extension so that I may address the requested revisions and have permits issued for this project. Please let me know if you have any questions and of course feel free to call me at 206.579.7315 if you would like to discuss further. Sincerely, Mike McCarter RECEIVED CITY 0 - i ILA PERMIT CENTER Request for Extension # 1 Current Expiration Date: S— 1-1g Extension Request: \Approved for 7' L days \' Denied (provide explanation) IA. Signature/initials f 1 City of Tukwila Department of Community Development December 5, 2014 JOSH FRIEND 1849 121 AVE SE BELLEVUE, WA 98005 RE: Application No. D14-0259 MCCARTER RESIDENCE, LOT 7 4814 S 150TH ST Dear JOSH FRIEND: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0259 for the work proposed at MCCARTER. RESIDENCE, LOT 7 (4814 S 150TH ST) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 03/07/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, 1->zil Bill Rambo Permit Technician File No: D14-0259 Co 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development September 04, 2014 JOSH FRIEND 1849 121 AVE SE BELLEVUE, WA 98005 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-02.59 MCCARTER RESIDENCE, LOT 7 - 4814 S 150 ST Dear JOSH FRIEND, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 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. (BUILDING REVIEW NOTES) 1. Provide a window and door schedule. Include notes with specifications for windows and doors. Indicate doors and windows that require safety glazing, including windows by stair landings and 60 inches vertically and horizontally above at standing or walking surface of the bathtub. (IRC R308.4.5 & R308.4.6) 2. Provide the geotechnical report that was completed for this site with each permit set. 3. Architectural and engineered "plan sheets" and documents shall be stamped and signed by the design professional in charge that produced those documents and plans. Engineer's structural calculations shall accompany each plan set with signature and stamp by the engineer. Only the Lateral Analysis report has been stamped and signed. Provide the plans and related documents stamped and signed by the design professional(s). 4. The radon gas design sheet "R" shall not be required for this geographical area. That sheet may be eliminated or crossed out. 5. Revise elevation sheets to indicate North South, East and West or the sides of the house._ FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1) Fire apparatus access road hammerhead turnarounds require minimum 65 ft. long legs measured from the center of the radius to the end of the leg. The submitted plan shows a 45 ft. long turnaround leg. 2) A fire hydrant is required to be within 250 ft. of structure measured by vehicular travel. According to the fire dept. map book, it appears the nearest hydrant is approximately 500 ft. from the proposed homes. • 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 111 PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. The building site is located in a steep slope mapped area, regulated by the City's Sensitive Areas Ordinance. Any trees removed from a steep slope area must be replaced at the ratio identified in TMC 18.54.130 3. Please identify the type and size of all trees to be removed for construction, the number of replacement trees required per TMC 18.54.130 3. and provide a planting plan, prepared by a licensed landscape architect, of the trees to be planted as replacements. 2. Please demonstrate that the home meets the 30 foot height limit. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • PROJECT: McCarter Residence (Lot 7) at 4814 S. 150th Street TL no. 004200-0148 1st Review Comments PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Complete and provide Public Works fee estimate sheet for this Building permit. (See Public Works Bulletin A2 — Permit Fee Estimate Sheet — enclosed.) Verify if splitting total cost of shared driveway and work within S. 150th Street including utilities; with Lot 7 under D14-0258. 2. Provide a completed Traffic Concurrency Certificate Application for this Building permit (or) Building permit no. D14-0258. Pay Concurrency Test Fee in the amount of $300.00 under Public Works permit no. C14-xxxx, based on two single family residences. (see enclosed application) 3. A Transportation Impact Fee applies to this permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 4. Work within the S. 150th Street Public right-of-way requires a Street Use permit as part of this Building permit (or) as part of Building permit no. D14-0258. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 5. A pavement mitigation fee will apply to this Building permit (or) as part Building permit no. D14-0258. (Public Works Bulletin A3 — Pavement Mitigation and Transportation Impact Fees — enclosed.) Pavement within S. 150th Street to be restored per Development Bulletin A6 — Pavement Restoration — See enclosed. 6. The Fire Department requires an additional fire hydrant to be installed near the midpoint of the shared driveway. Show and label on Civil plan sheet C4.0. New water main shall be 8-inches. Verify with Water District 125 at (206) 242-9547. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Ifyou have any questions, I -can -be reached at 206=431=3655. Sincerely, Bill Rambo Permit Technician File No. D14-0259 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 °ERUT WORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0259 DATE: 03/21/17 PROJECT NAME: MCCARTER RESIDENCE — LOT 7 SITE ADDRESS: 4814 S 150th st Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: kJ ' 'bitic411 Building Division DM PWO $j1 Public Works Structural At ?WOOL CPL Awc, 3-»i 7 Fire Prevention Ng Planning Division n Permit Coordinator PRELIMINARY REVIEW: DATE: 03/21/17 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved DUE DATE: 04/18/17 Approved with Conditions Corrections Required Denied (corrections entered in Reviews)�(ie: Zoning Issues) Notation: * h 4—i/'ie�1 k n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/1 g/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0259 DATE: 08/07/2014 PROJECT NAME: MCCARTER RESIDENCE, LOT 7 SITE ADDRESS: 4814 S 150 ST X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: A-1- cow t•s-v-\ Building Division Co`� P tc orVAR ks Revision # before Permit Issued Revision # after Permit Issued AyoC `tft'[`ii c PL-,`�' Fire Prevention Planning Division Structural Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/12/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews DUE DATE: 09/09/14 Approved with Conditions LA Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: l- 4-'1-1 Departments issued corrections: Bldg Fire Staff Initials: 04, 12/18/2013 City of Tukwila REVISION SUBMITTAL 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: March 17, 2017 Plan Check/Permit Number: D14-0259 ❑ Response to Incomplete Letter # ❑x Response to Correction Letter # Sep 4th 2014 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: McCarter Residence, Lot 7 (House B) Project Address: 4814 S 150th St Contact Person: Mike McCarter Phone Number: 206.579.7315 Summary of Revision: This project addresses all of the corrections and comments called out by the Dept of Community Development. Summary of changes include the following: shifting House B slightly to the North, deepening the foundation footer to maintain distance from slope, changing the grading to support site plan changes, improvements to driveway and hammerhead, providing appropriately sized and stamped plan sheets, new calculation of building heights, and side sewer revisions based on conversations with the Valley View Sewer District. Please see my resubmittal letter outlining all relevant attachments. Thank you for helping me get permits issued for this project so that I may begin construction. CITY OF TUKWILA PERMIT CFNTER Sheet Number(s): House plan sheets include North, South East, West and stamps. Site plans reflect changes mentioned above. "Cloud" or highlight all areas of revision includinglate of rrefvision Received at the City of Tukwila Permit Center by: g Entered in TRAKiT on 11 W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 a City of Tukwila CERTIFICATE OF WATER AVAILABILITY Department of Community Develop F 6300 Southcenter Boulevard, Suite #100 �'i`r Tukwila, Washington 98188 12 2014 Phone: 206-431-3670 AUG Web site: http://www.TukwilaWA.gov PUBLIC WORKS PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): L$fa 6 • /5 5'f Owner Information Agent/Contact Person Name: R) e. tv4.Fer en.S-ervc ��OAJ u ;Name: •'J ' Fri'r // • Address: ig//q /2(s.4 d @ 5 IS- Address iv Phone: •41 y, 3913 Phone: z:,_._ *rit Q This certificate is for the purposes of: Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat 0 Rezone Estimated number of service connections and water meter size(s): 0 Short Subdivision 0 Other Vehicular distance from nearest hydrant to the closest point of structure is 76- # ft. Area is served by (Water Utility District): IS /025— Owner/Agent mature Date 7, i,5 /L/ Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: I 141.<1.4Ji/ l-/ %(iA.)0 (City/County) (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of / 36 gpm at 20 psi residual for a duration of 2 hours at a velocity of +' fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. f .'oa G2 Fsri / .5 Agency/Phline 2. ©b - z y 2 _ q 54 RECEIVED CITY OF TUKWILA AUG 0 7 2014 PERMIT C?NTFQ .7—/5__sy By Date 4n1 r itU S C-I5'-/5) This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" I „.„0,zsel t) H:Wpplications\Eorms-Applications On Line \2011-05 Water Availability.doc Revised: May 2011 Long or Install. Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1 This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations„ expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative _ Date //� Date -7 - t 5- /i/ RECEIVED CITY OF TUKWILA AUG 0 7 2014 DCDeerr it"& ...... , +{ MSS I J� �. "I I; "1:1+1t 1 P F III 34605 148th Suite 100 Seattle, WA 98168 Phone: (206)242-3236 •AUG 12 2014 � ►*�� a,�tD1�t �i�;c'+�"�11 Fax: (206) 242-1527 1 L.;t vv" i . PUBLIC WORKS CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 kCertificate of Sewer Availability OR C . Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purp se of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ■ Rezone ❑ Other Proposed Use: ■ Commercial Residential Single Family ■ Residential Multi -Family ❑ Other Applicant's Name Blue w r- 6,,,,5.{rac4-Aw Phone Number %,Z3 qq .W 3 Property Address or approximate location ? 5, /SOH`Sf Tax Lot Numberlpya000147 Legal Description (Attach Map and legal Description if Necessary ); 6ee fi9ch'd Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing 6 // size sewer 1 ❑ /00 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 and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked r a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3' C, 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 C a. Annexation or BRB approval will be necessary to provide service. RECEDED CITY 4. Service is subject to the following; Permit $ a. District Connection Charges due prior to connection: A OF AF►t,A, GFC: $ SFC: $ Unit: $ Total $ DER (Subject to Change on January 1st) CENTER Either a King County/METRO Capacity Charge, SWSSD or Midway er Di rict Co ection Charge may be due upon connection to sewers. CA b. Easements: ❑ Required ❑ May be Required c. Other 0/44✓gCS 110 , 're ehicrfrlinei pr/ .//r»e, rrf 6o4/11/e /ON I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By � Title SS /r2 f/�C.c;f vY Date 7 / p/ ,74.4.. f. ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature (22/ Date Reset Form Print Form co m 0 s N is co 661.00" calc. 15' 0 N and 3/4" spike w/1-1/2" ..usher 1.20' south & 0.59' east of calc. intersection -- 9/15/04 So. 148th St. I (7) Adorns LEGAL DESCRIPTIONS TAX LOT 0042000147 (2) (3) Cts Horne rr ° i/d. :o' Found 1" p. //tack in case — 2.79 east & 1.21' south of calc. intersection — 11 /21 /05 631.15' (c) 632.0' P) S88'02'25"E (c) IF20.00' (4) I (5) (6) I (7) SITE THE EASTERLY 20 FEET OF THE SOUTH HALF OF TRACT 5 AND TRACT 6, EXCEPT THE WESTERLY 20 FEET OF THE NORTH- HALF OF SAID TRACT 6, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PARCEL B OF TUKWILA BOUNDARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.9012050391). TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES AS RECORDED UNDER KING COUNTY RECORDING NO. 8908181381; TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PARCEL B OF TUKWI i'NtY RY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.90 TOGETHER WITH AN EASEME �GRESS, EGRESS AND UTILITIES AS RECORDED UNDER KING COUNTY RECORDING NO. 8 1381; SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT F RECORDED IN VOLUME 12; PAGE 50, IN KING COUNTY, WASHINGTON. NEW EASEMENT AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. LEGEND y® Concrete Monument in Case Monument Bronze plug ):( Tack in Lead or Nail & Disk Note: Field data for this survey was obtoined by direct field measurements. Angular and linear relationships were measured with a six second theodolite and electronic measuring device, supplemented by a steel tape. This survey meets or exceeds the standards contained in WAC 332-130-090. REFERENCES: Plat of Adams Home Tracts, Vol. 12/50 King County 1)400606020j 0-074- 0 0-0 6U 5 - - 1 0040000610 14614 I 4 0040000607 9040 00.0.60.0 APIA,_?306031,462.4,4 1004111°°°u [ J4630 1 004 046St1;02 9040.0.00696 0040000611 33 0040000615 IA 463 6 0 040LetYb / o 17: (0 o 0 4465 0 0 004004b 0 9040000697 13 j 4658 Oul1/614 04631 0000695 S 14ittP St co 640 0 4 4 7-1 13 13 0 t. 13 13 0040000620 .1•01, 0 04 00 006 251 0(4,b41119)0 631 13 13 c41113 11) it$15 13 co 13 0 13 0 004 00 006 35 0040000640 0040000645 0040000650 oc4 1463 7 7661 60 )02: 0040000655 0040000660 7661 60:1031 I•141300 0042000130 614/312 0042000.1 31 CO c•I 00420001 32 1 4-ii2 4 . 0 0 .,_ 0020013 1014904 49 14 0042000237 0042 V136 -146) 0042000141- 0042000142 kr) 061 13 13 13 131 13 00420001 43 0042000146 ef2042000238 0042000148 00420001 60 141309 7661 649006 7 0 0 4 2 defir 004 26105634°°4261t1 14040E823 0 0 4 2 OM0 0 4 2 40/5141,1 8 0 04 46,-k02 1 9 0 kr) co kr) .1.- 0-) co '4642 N N 1.4 IV (:) C. C. 6004 0 i2 0 0 C 0 0 il0C-018 N N c\J 00230 44 Nt 0, 0 Nzt- 0 0 0 0 S 1-1;001 1607 4611 0042000o I 0 044,d (15)3 7 1 0042000280 0042 8 0220 0 0 004103R,155 004e1j11153 If63 3 kr) 0 13 13 0 0042000380 13 13 13 - 0 41•4a3 4s 1 00420001 70 766efti '5)9 a.14815 9 '7661 60,009 0042000314803 00-14919039 — 0042000394 15 0042000401 0042000405 0042(440005, .766.1.61 1 2 The ifformation included on this rrep has been compied by King County staff from a variety of sources and is subject to drange without notice. Kng County makes no representations or warranties, express or impied, as to accuracy, comptteness, tinelness, or tights to the use of such information. This cbcument is not intended 1 in : 235 feet br use as a survey product. Kng County shall rot be liable fcr any general, special, ,,dire, incidental, or consequential damages induding, but not lirrited to, bst revenues or lost profit resulting from the use or misuse d the information contained on this map. My sale of this map or information on this map is prohibted except by 0 0.027 5 0.055 fi written permission of Kirg County. King Crnty La King County GIS CENTER Date: 7/15/2014 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D14-0258 / D14-0259 Grantor: MCCARTER PROPERTIES, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Within South 150th Street and adjacent to 4820 South 150th Street Abbreviated Work Description: Work within the City Right -of -Way, including street access, paving, storm drainage, water, sanitary sewer, and undergrounding of utilities. 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 obliigation 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 /( day of '4/.4 / , 2017. Authorized Signature / Grantor STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that T cCa4y 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 W ne r- of MCCARTER PROPERTIES, 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 (5y r/ (/ (f 7 LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 gUkrIC au/Atce Notar u lic in and for the State of Washington residing at Kw ck My appointment expires 0 5/3 Page 2 of 3 DATED this GRANTEE: CITY of TUKWILA day of By: Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2017. 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 j Name: 04(� c, �4 U)-er (e NOTARY PUBLIC, in and for the State of Washington, residing at t.f<.t.0 1 \ Ct My commission expires: (),/oZ°f Ili' Page 3 of 3 M D Z CONSTRUCTION LLC Page 1 of 2 Home Espanol Contact Safety & Health Claims & Insurance 111) Washington State Department of Labor & Industries Search L&I 1-Zlndex 1-lelp My Ltd. Workplace Rights Trades & Licensing M D Z CONSTRUCTION LLC Owner or tradesperson • Principals ZBLEWSKI, MICHAEL J, PRESIDENT ZBLEWSKI, DONITA, TREASURER Doing business as M D Z CONSTRUCTION LLC WA UBI No. 602 168 961 10307 41ST TRL SE OLYMPIA, WA 98513 360-789-6677 THURSTON County Business type Corporation Governing persons MICHAEL ZBLEWSKI DONITA ZBLEWSKI; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .................. _................ _... _...................... Meets current requirements. License specialties GENERAL License no. MDZCOL*983JJ Effective — expiration 04/11/2002-12/20/2018 Bond American Contractors Indem CO Bond account no. 100202503 $12,000.00 Received by L&I Effective date 08/07/2012 08/07/2012 Expiration date Until Canceled Bond history Insurance ......... ............... American Fire & Casualty Co $1,000,000.00 Policy no. BKA53517374 Received by L&I Effective date 07/15/2016 07/19/2012 Expiration date 07/19/2017 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602168961&LIC=MDZCOL*983JJ&SAW= 4/14/2017 M D Z CONSTRUCTION LLC Savings .................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Cause no. 13-2-13685-1 Complaint filed by HOLROYD CO INC Closed/Satisfied .................................................. Complaint against bond(s) or savings 100202503 Complaint date Complaint amount 10/08/2013 $3,902.39 Cause no. 12-2-00418-5 Complaint filed by STAR RENTALS INC Complaint date 03/01/2012 Cause no. 10-2-01170-3 Complaint filed by EAGLE MOUNTAIN LLC Complaint date 10/14/2011 Closed/Satisfied Complaint against bond(s) or savings 41229435 Complaint amount $832.97 Dismissed Complaint against bond(s) or savings SRS1002737 Complaint amount $0.00 L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 411,721-02 Doing business as MDZ CONSTRUCTION LLC Estimated workers reported Quarter 4 of Year 2016 "0" Workers L&I account representative TO / DALE MCMASTER (360)902-5617 - Email: MCMS235@Ini.wa.gov Account is current. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602168961 &LIC=MDZCOL *98 3JJ& SAW= 4/14/2017 VICINITY MAP NOT TO SCA_E PROJECT LOCATION: 48XX SOUTH 150TH STREET TUKWILA, WA PARCEL #004-200.0147 (LOT 6) PARCEL #004-200-0148 (LOT 7) OWNER: ARCHITECT: CIVIL ENGINEER: SURVEYOR: GEOTECHNICAL: MICHAEL McCARTER 3033 NW 70th STREET SEATTLE, WA 98117 ALAN MASCORD DESIGN ASSOCIATES, INC. 1305 NW 18th AVE, PORTLAND, OR 97209 CONTACTS: ALAN MASCORD (503) 225-9161 COFFMAN ENGINEERS INC. 1601 FIFTH AVENUE, SUITE 900 SEATTLE, WA 98101-1620 CONTACT: GWENDOLYN M. (WENDY) McHUGH (206) 623-0717 SCHROETER LAND SURVEYING, PLS P.O. BOX 813 SEAHURST, WASHINGTON 98062 CONTACT: RICHARD SCHROETER (206) 242-6621 ZIPPER ZEMAN ASSOCIATES, INC. 14405 SE 36TH STREET, SUITE 210 BELLEVUE, WA CONTACT: JAMES M. (JIM) BRISBINE, P.E. (425) 746-1889 ENVIRONMENTAL: PBS ENGINEERING & ENVIRONMENTAL 130 NICKERSON ST SEATTLE, WA 98109 CONTACT: KATHARINE M. LEE (206) 233-9639 LEGAL DESCRIPTION: TAX LOT 0042000147: THE EASTERLY 20 FEET OF THE SOUTH HALF OF TRACT 5 AND TRACT 6, EXCEPT THE WESTERLY 20 FEET OF THE NORTH HALF OF SAID TRACT 6, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PACEL B OF TUKWILA BOUNDARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.9012050391). TOGETHER WITH AN EASEMENT FOR INGRESS; EGRESS AND UTILITIES RECORDED UNDER KING COUNTY RECORDING NO.8908181381; TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. TAX LOT D042000148: TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON; (ALSO KNOWN AS A PORTION OF PARCEL B OF TUKWILA BOUNDARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECORDING NO.9012050391). TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES RECORDED UNDER KING COUNTY RECORDING NO.8908181381; SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE SOUTH 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 50, IN KING COUNTY, WASHINGTON. SCOPE OF WORK: THE PURPOSE OF THIS PROJECT IS CONSTRUCT TWO NEW SINGLE-FAMILY RESIDENCES. THE EXISTING SHARED GRAVEL ACCESS DRIVEWAY IS PROPOSED TO BE RESURFACED WITH GRAVEL IN CONJUNCTION WITH THIS PROJECT. ADDITIONAL SITE IMPROVEMENTS INCLUDE NEW DRIVEWAYS, WALKWAYS, AND LANDSCAPING. / /.-- COT 4 TR ter- - 'E8 E� S '07^E KCA1 f- DILyYIN E OORD. STATE PLANE C00 �' �`" �—' O6 r TEPLANE4134 \\\,` 1 , k\ l I (IN \ LEGEND: t 1 IX / 4 ////c.--Y f / )) )7--/ (eili//j ) 2?) //-\, qi\J 1 > >) /1 )Avvv,--y/y--7----_____<< 7////if do s IS \M\ \\\\\ f N 8N73� `\\\- CL Q� 1 204.671� \\\\ t tel \-\ 174920.5 49 `� Sq 12y1 ` r 17443262 ) l ` , \ \ � 49 ` / /\E 1284558.5 �r / ) 1 f IN I C f DRA >>\\ $ (f l } g ! li/211(4 Fb/1T111 ° \�� — i/sKr Jrc;-/-31/2/7 4107,/ I)/ /Mr x 2 (—Cos rSe ,.--- _77 y ) \ 3°1- 8 r" 1410/-<>///17-1-;---si.-/// 9.1t } /1 1 l 11 l / / i 1 4 / 1/ / 11 f/ ////fr 1—� l- ~� _ . '/ / 7CATfON PRR ,)- j � // j//// / // <� 1 Y E I E �4451 A. l / / l/ /// / ^ \ I / __J4) /// 1//i (`,JIII�S,//� ��/ \ �� \\(<( (( (NN • p /iy/ /u JA` ( ) ) //f, //7 ,)(( // izz Ina (i'111/c/)> 1 \\ \\ \\ \ \\Ilr//))/ )» ( 1 N \\ \\\ A / / ) N 1 `-180 _ __ SEE CONTINUATION THIS SHEET \ $ EXECO_(SGYI �BLOCK'NALL \`EXSD E I 1 1 / (ELOCAIIO APPLC) 7 ) COI4TETE Ap�cON EXISTING CONTOURS \ Ex FLOWLINE, TYP xx� 50' WETLAND BUFFER FROM- . \ \ \\ \ \ \%.(LGCATIONAP�R6 '°�— c ^� Vr SLOPE �� \ ---" _'-�- ""�^- ___ �r• pr11i}1\ 1 / / I j/ /% / �_ \ V '\ \ �* V Y—PBSrNGINEER NGRIN� ` \� \\ //( 200 ��.t2-' VIRONME'NThE-.5/07 1 ' — 200 NNNW\ 6 RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURN AROUND N ' 1 1 l'�— —� N PAR INSIGN, LOBATE '~ 3 " \ 1 \ \� 1 * N HAMMFEZHEA�\ 1 I= G 36.0 � N \ L\��\� IVIIIII 1 WINI N LTRABL K \ \ \ \ SSP VE2 FAC N \ 9U T C I 1/ GARAG FF 23275 P / j _ 9'x15.5 \ ( ,71) 0 ARK*G S E PATIO TYP ul•l•ttc �ma.au i ,. o ° °• —1• I — � I \ I FF '43.5011�591 PI\ 49.66 I I "� R AIYDGE GC�iA CRET�/ PI 10.63 °� \ ��` 1• �/ arcs' zoiz j ��' 101° FENCEiA4OPOFWI`ALL\ \ I ddNN 146.16 \ \ � F VEHIC PROTE LE(TF NCE IS / ) 1.3' SOUTH REBAR WIT ABBREVIATIONS KEY: A/C - ASPHALTIC CONCRETE AC - AIR CONDITIONER AP -APPLE TREE BLDG -BUILDING BM -BENCH MARK BTM - BOTTOM C -CEDAR CB - CATCH BASIN CI - CAST IRON CL - CENTERLINE CO -CLEAN OUT CONC - CONCRETE CoT - CITY OF TUKWILA CW - CONCRETE WALK OBO - DESIGN BY OTHERS DEMO - DEMOLISH DI -DUCTILE IRON DOM - DOMESTIC DS -DOWNSPOUT DWY - DRIVEWAY EJB - ELECTRICAL JUNCTION BOX ELEC - ELECTRICAL ELEV - ELEVATION EOP -EDGE OF PAVEMENT ESMT EX F FA FD FH FT GV GM GUY H HB HO IE ICV INV LF LL LS M MH MON x I Q ly �/ FENCE r LL \ V \ \ \ eG I JE ES M N T�FpOESNGR \ i I v� 1 �'� N I "TIES i 1 - EASEMENT - EXISTING - FIR - FIELD ADJUST - FLOOR DRAIN - FINISH FLOOR - FIRE HYDRANT - FEET - GAS PIPE - GATE VALVE - GAS METER - GUY ANCHOR - HEMLOCK - HOSE BIBB - HOLLY TREE - INVERT ELEVATION - IRRIGATION CONTROL VALVE - INVERT - LINEAL FEET - LOWER LEVEL - LANDSCAPING - MAPLE TREE - MANHOLE - MONUMENT 1411, r 1 o► SHA EDAR A FIR TR / YrV r • '.__ T A�N AR A I l G a8 r ` .N Sa6"2a4sw Vda"OS'a7,1• PI,3 10 2 0543' W 272.3T — — 88°05'43' 1 30 s° EX 6' CHAIN t, 0.00' I:1Dn16.88 r? I LINK FENCE / EX 6' WOO P1 t \ EX VE_ I DRIVE A MH -MANHOLE MON -MONUMENT OH - OVERHEAD POWER OHP- OVERHEAD POWER P -POWER PA - PLANTER AREA PERF -PERFORATED PM -POWER METER PROP -PROPERTY PVC-POLYVINYLCHLORIDE PVMT -PAVEMENT RD - ROOF GRAIN S -SEWER S -SLOPE SAN -SANITARY SD - STORM DRAIN SHT -SHEET SL - STREET LIGHT SQ- SQUARE FEET SS - SANITARY SEWER SSMH - SANITARY SEWER MANHOLE SSS - SANITARY SIDE SEWER ST -STREET STA -STATION TB TBM TIC TEMP TEL TESC TH TR TYP UL UTP VB W WM WS WV YD - THRUST BLOCK - TEMPORARY BENCH MARK -TELEPHONE/CABLE -TEMPORARY -TELEPHONE -TEMPORARY EROSION/ SEDIMENTATION CONTROL -TEST HOLE - TELEPHONE RISER - TYPICAL - UPPER LEVEL - UTILITY POLE - VERTICAL REND - WATER - WATER METER - WATER SERVICE - WATER VALVE - YARD DRAIN EX BLDG #4816 FIRE TRU( TUR AROU D AREA GRAVEL SURFACING (\ 15' WIQE'RESU" 1 G VEL DRI c' EX ECOL BLOCK WA 05.0' 2441.18 10 �� IdI OR ._._i �— ``, urs EGRESS ( & UTIL TIES ik it 1 Al/,0e ct\t\ CS iS \ III \ L �1\1 \\1 9- 1 SEE CONTINUATION THIS SHEET D 1 7 VI (lX SJ I O1 nn RO') J' 1 EXFLWLINEIINFI�IRATI TRE(JCH (LOCATI J A�Ik0 %,\/;\ 15' WIDER UR`I`rACD� GRAVE4RIyE Y I:¢ p I ((I 1<< / / Pit / E�WM !f EWM PP, (LOCA1ION� EX ED ASPH —U1 Ex A EX R SPI �9IN HALT r„ 1 EXCAVATION QUANTITIES: 3/3( In CUT = 610t Cu YDS (BANK) / FILL = 400t CU YDS (BANK/ EXPORT = 210± CU YDS (BANK) PLAN NOTES: 1. THE EXISTING BOUNDARY, TOPOGRAPHIC AND UTILITY INFOFtMATION SHOWN IS BASED ON THE SURVEY PREPARED BY SCHROETER LAND SURVEYING, PROJECT NO 06252, DATED 10/11/2006. ADDITIONAL TOPOGRAPHIC DATA WAS ADDED BASED ON THE LIDAR SURVEY DATA PROVIDED BY THE PUGET SOUND LIDAR CONSORTIUM. 2. THE TOP OF SLOPE LOCATION SHOWN IS BASED ON THE GEOTECHNicAL REpORT PREPARED BY ICICLE CREEK ENGINEERS, DATED 7/9/2004, FILE NO. ICE 0506-001. 3. THE WETLAND AND WETLAND BUFFER SHOWN ARE BASED oN THE CRITICAL AREAS REVIEW PREPARED By PBS ENGINEERING AND ENVIRONMENTAL, DATED 9/8/2005. DATUM: ELEVATION DATUM PER SEWER MANHOLE 920-9 ON SOUTH 1413TH STREET. RIM ELEVATION = 277.7 FEET CONVERSION TO NAVD88 +4.08 FEET SHEET INDEX: cto- SITE PLAN C2.0 - DRAINAGE PLAN C3.0 - GRADING PLAN AND SECTIONS CC, DD & EE C3.1 - SHARED DRIVEWAY DRAINAGE & GRADING pLANS C5.0 - TEMPORARY EROSION & SEDIMENTATION CONTROL PLAN C6.0 • SECTIONS AA, BB AND DRAINAGE DETAILS t EX OUTLT,\Ns 4, (L TIONP PROX.) \U (� � 11 1 , j C� \)/ � \\\\\ 4TUKWILA *PFFMAN INEERS 1601 Fifth Avenue, Suite 900 Seattle, WA 9810I -1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity I results I relationships el McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA Revisions Ncs \ \\A_ CORRECTION Key Ran Sheet Title SITE PLAN RECFNED crn OF TUKWILA 40' ;-DERMIT CENTER 1" = 20 ca Project No: 150509 06/08/16 Designed: GMM GMM Checked: AFPF,FilfiNs / ( --. 1( I'1 /( \ \ �..\ \\\\\\ \ ------- -----' 7//½4 ( I\ CY \ 1\ \ / /r./ ////� ///, / if / /(//////( //f77//: 11 /AliI S 66304104' E LEGEND: 0 DS \i\C ///////y )\) i\\\\ / / / / :\ \\\\\ (I / / 1\v/ \J\\I\\ \\\\11( / / ,/ /\\// /I I 200 E 1T MAPLE N 1 1 NN NN N 210 TYPE 2 CATCH BASIN wISOLID COVER TYPE 1 CATCH BASIN wIFRAME & GRATE TYPE 1 CATCH BASIN w1SOLID COVER 12' SQUARE CATCH BASIN SD CLEANOUT DOWNSPOUT PIPE FLOW ARROW 6' STORM DRAIN PIPE 4' OR 6' STORM DRAIN PIPE 4' PERFORATED SD PIPE GROUND SLOPE DIRECTIONAL ARROW RETAINING WALL SWALE/FLOWLINE h f� r .-i /') / / /V/ ///7 // / EXFLE,TYP (LOCATION APPROX.) _ _ / /// PBS ENGINEERIN4 et"�� SOUTH WETLAND BOUNDARY �/ / ENVID AND IRONMENTAL MARKEDBY 5(07 1 / \ EX 35' MAPLE \ \ \ EXB'MAPLE ---- EX6'MAPLE EX MAPLE u EX 21' CEDAR "' \ '�--- e9 MAPLE \ \\ o I I(SHTC3.0O I IkC _ ,� •� '�' LOT fi OF SLOPE AP RP OXTOP' / �r EX36'MAPL (S f_l_ EX 27 -14X43).T.111' MAPLE �'` --- \ \ \ -� . I \ / \ \ \ 2 \\ \ \ \14- \� \ \� �c I Teo \ �\ \) \ 50' WETLAaO BUFFER FROG (SHT C6.0) WETLAND POINTS MARKED N \ \ -4_ 01/4 -- ( EX 1T CEDAR --BY-PBS-ENGKE_ERING AND ENVIRONMENTAar (SHT C6.0) '.'."• , . '%'''.\• '''''. I :21° :, \ .......--c;PLE ---- ---------.ERISJAPL3c.-;:=--kt,..HI::C-C17-- --1- — --- \ -- 7 - -- - —' C --'-" �' � � `4E 24 20 \ \ C3.0) \ 1 — Y T1 253.03 SWALE, TYP ( ---- .------ -----. -a- 1 ' A ,_ : \,,-,. \ N \ , , \ \ \ \ .4.,, \,.% a:5 2. 33 \ - -. IA, 544 2 EX 21' & 30- MAPLE :1 EX HO6NE.I.FENCE IS 1.3' SOUTH OF tET-REB.e Wel CAP NN UPPER =263.50 242.47 242 STAIRS, TYP INSTALL PIPE ‘ILEEVE UNDER TAIRS )2 DRAIN COLL OR, )r\ iNES=2% MIN, TYP LAO Ris„.ztIM=246.8800 ELBOW ON OUTbET EX 6' WC1OD FENCE EX ErMAPI7r---- MAPLE 6"x45° BEND, MAKE SWALE, TYP MAPLES DS EX 6 CI-IAIN LINK FENCE FF=242.75 INSTALL PIPE SLEEVE (SHT C3.0I EX 8° MAPLE 210 LIJ LJ- L ~ -~5X.2,KMAPLE (SHT C6.0) 200 /90 co \\\ H2c\ \\ EX 1814ZFA tdelCCEDM\ Ex24m 1,r4C N N N \ \ \\\\\\'1\ \\\- RIM=231.50 OFF:25.54' LT 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 fax 206.624.3775 coffman.com LASTING creativity I results I relationships McCARTER PROPERTIES TUKWILA, WA TUKWILA RESIDENCES Revisions 1 03/15117 REVISE HOUSE El LOCATION Registration D14-0259 clkhet • MAPLE DROP CdN w / CL STAIRS, TYP ECTION OT— TYP DOWNTURNED BOW ON OUTLET RIM=227.90 SIGN 10 +27.49 .87 RT NO P KING 3+ 10+00 ULTRABLOCK LL, TYP • 2.5' 7.5' 15' 10' 20' Key Pkm Sheet Title DRIA1MGE PLAN CITY OF TUKWILA PERMII CENTER CID Project No: 1 50509 Date: 06/08/16 Designed; GMM Drawn. GMM Sheet Number C2 1 i � I � `1�\\ � . _- -- -� - - (SHT C3.0) 11\ I II 1 P;- _� LOT6 I \ %- I \ • \ EMICCAPI-r- .77 240 \ -. .7 1\\ 1 M 1 \ EX21"a30"MAPLE - - EX HOd NEE,LFENCE IS 1.3' SOUTH OF VT•REB$R Vt413I CAP (/ l 66.3 20.0' 2H:1 V MAX. 5% MIN SWALE WINDOW WELL, PER ARCH X x 250.38\ 250.28 253A2 BLDG OUTLI N ROUSE A \ UPPER PI MAIN FF AVERAGE GRADE LINE, TYP ROOF TYP \ GARAGE FF'3.50 \11.59 253.42 WINDOW WELL 243.4. f } X (SHT C3.0) 61.8' 146.16' 40.9' 20.' 26.0 r 253.0 289% L2'n t % ` 112 19554 33 4. `L\; r LANDSCAPING \ 1 .1-252 I x 253.281 253281 253.42 i HOUSE A 's, UPPER FF=263.50 i i MAIN FF=253.50 i it GARAGE FF=243.50 28.0' UPPER FF=263.50 MAIN FF=253.50 GARAGE FF=243.50 SECTION D-D SCALE: 1" =10' A/C PARKING AREA 1 2% MIN LAWN 2H:1 V MAX w z J 4- SWALE SECTION C-C SCALE: 1' = 20' 22.7' 2H:1V MAX EXISTING GRADE, TY FINISH GRADE, TYP 9.0' 2% MIN 37.0' TLINE, -EX-(3 11' MAPLE S Crime oo cSInrj- ` 1 �- - - rDa )71�" -� EX9"MAPLE EX 8' MAPLE /Exr MAPLE YARD DRAIN/P 242�\ avins.wrammomare1/4,,44441/4 J 46.92 ...: HP=247Q05.6 \ 1 NDSC eluc \, X �\ `OW245.03 I% EX 6' CHAIN LINK FENCE • r,,,,,,,,,,,,,,,t ,,ff ii G i HOUSE B i UPPER FF=252.75 MAIN FF=242.75 29/ GARAGE FF=23275 5 i i i E ,4 - - PATIO 23.3' MAPLE ` f10.0%1c � 242.931? 22.0% tz7 HP-4323J7 2420 A/C PAVEMENT LAWN 7 HP=242.75 24\62 6� g 6. -, c3% I. \!. _ �;2ci NC PARKING AREA EX GRADE, TYP FINISH GRADE, TYP TTOW==2_44 _ 24 7 zaP. N 11'@5'43; W 272.321C.4- - 683' FENCE AT TOP OF WALL FOR VEHICLE PROTECTION 2H:1 V MAX L 15.0' GRASSPAVE2 38.6' 1\- rrI X EX6'WdDDFENCE HTC.}?30 ���`-_ \ \ 019 UAPLE WI FX 2 MAPLE �EJF6 Sj2) • 9' \ \� \ 1 242531 GRAVEL DRIVEWAY LANDSCAPING ---1a0- FOOTING OF FTG y231.00 OF FTG ELEV=231.00 WINDOW W BL ROOF OUTLIN • BTU OF FTG ELEV- 8.50 IG OUTLINE, TYP ,TYP Ex6 EX5'88" MAPLE 2 STEP IN FOOTING BTM DEfUG ELEV=226.50 2'STEP IN FOOTING BTM OF FT8. ELEV•22 2.5' STD IN F NG M OF FTG LEV=231.00 1V 37.75 235.92 TO 5.87 237.25 TOW236A ..... ........233.75 232.42 - \ 235.37 raS 14.6%` 292.32 r w 2 .95 I N 14.0% 232.52 TOW=23 .95 { (SHT C ,0) 1 EX BLDG #4816 23/44412' PRESSURE TREATED NOTCHED GRADE BOARD (SEE PLAN VIEW DETAIL) DISPERSION TRENCH, TOP EL=227.65 4' PVC PERF PIPE, IE=226.65 CLEAN 1.117TO ULTRABLOCK 3/4' WASHED ROCK RETAINING WALL 28.0' 2.8' z J r w be of 10.0' 11.2' 2% DRIVEWAY RETAINING WALL RETAINING WALL SWALE 2H:1V MAX, 5% MIN 14.6' L FINISH GRADE, TYP i - - 72 EXISTING GRADE, TYP / HOUSE B UPPER FF=252.75 MAIN FF=242.75 GARAGE FF=232.75 SECTION E-E TOW=236.52 -236.02 ALIGN BOTTOM OF NOTCH WITH FINISH GRADE COMPACTED SOIL, MAX SLOPE = 2H:1V JUTE MAT ON SURFACE TO PROTECT SOILS, PIN EVERY 5 FEET TO SECURE TO SLOPE GALVANIZED BOLTS, TYP 25Q'GRADE BOARD SUPPORT POST (SEE DISPERSION TRENCH PLAN VIEW DETAIL ON SHT C6) SECTION F-F EX6'89 MAPLES (2) SCALE: 1" = 3' 0 J 0 PROTECT EX TREE ROOTS FROM DAMAGE N 25.5' (20' MIN SETBACK) ELEV = 228.50 EX GRADE EX 12" CEDAR MAPLE IMAE \r\i\\\ NN\ LA:cel,_,,„eT\co,t'bi,\\\:+86 \\.\\\ti\\\\ 23186 EX EDGE OF GRAVEL, TIP EX ErY BLOC WALL IWARIP1,1-RADI/ES NEAR E EXIG4111Nit 721.-% DRIVE Y AS NECESSARY T 2 CD 30' EASEMENT INGRESS, E & UT GRAirEL SEE CONTINUATION SHEET 10 R VEHICLE PROTE ION E AT TOP OF WApai.. ULTRABLO EG=222. NGINEERS Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity I results I relationships McCARTER C PROPERTIES TUKWILA, WA 60 364% LEGEND: CONTOURS -Gr.," EXISTING CONTOURS 211.' GRADE SLOPE ARROW 4/4- XXXXX FINISH GRADE POINTS f ? \ \ \' / - - GRADE BREAK LINE DISPERSIO 6.4 / 71/, \\\ Cur RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURNAROUND ' \ RESIDENCES 1 03/15/17 REVISE HOUSE El LOCATION Registration Key Plan Sheet Tltte GRADING PLAN AND SECTIONS nERMIT CENTER 20' Scale: CD Project No: 150509 06/08/16 Designed: GMM GMM Checked: Sheet Number C3 MAPLES SCALE: 1" = 10' D14-0259 3/17/2017 SEE CONTINUATION SHEET C3.0 *OFFMAN NGINEERS EX BLDG #48(6 EX GRAVEL DRIVEWAY t' EXECY SBLOCK ;/ALL \. l iutApkx.) ( COMPETE EX E T EDA�tGL. 0N 1 �E TCHI vI ? FE PP, (LOCA EX E SOU EX D E l / U �1$1( 1 Val < EX FLLLINE(INFI CC`` rRATI I ( THE (LOCATT APPIci) %,\;c\\ it1( I j1!l(I )11 I(1 1 11 )(( / // 1 / CSC WM E WM ON A ASPH H 1 MITI ST TIC EX1RR SPIK tti,'a IN A PHALT to RVc7T7--‘— \ \ L ea\N SEMF,IFOR f IRESE• EGRESS ( & UTIL TIES 6" CHEF UT CB E 1 �( ? w/D WNTURN?bk ELB ON OUTLE�7-` RIM=2 5 \ 1 IE=226. DRIPLIN TYP 1s 21�UGLAS\F11d 1 �1 3LF-6\D, 54.0 fl ; OLF-0ISPERSIO,y,�1y/ ENCH OTCH BARD \ \ WIDEx6 % ` \ R1IIINNMMMM77 227.6 r � \ IE ``EX 30" EO `i EX 20" DQL�LAS FI j ( Air GLA� FIR Ex oun�T, ) L / .-1/1 r t \" ! OC TION 17X. L `o 1,— 1 t/ ,I EX (2) EX 6" ASH \11/ 2a 1I 11 1/L1/ ( IH( —OLIt 1 SEX 9' H��LY� \\ a E�9" HO\Y \I \ EX 8" HOLLX 4\ EX8"HOLLY f':� EX 0 I . • �� X 4 HHO\ 7 t•!., EX Fr" 1 filler i45%M } iy SEE CONTINUATION SHEET C2 10' LLY X 5" 0 2"W 30. 0' EX AS HALT L Y Ye/ H 4 oLL �O" ��Y/ HOLLY 9' H EX 1 " HOL EX 1 HOLLY i EX PARKING AREA (LOCATION APPROX.) • EX BLDG (LOCATION APPRO: 1 \ N' I I X PK NAACl1GITH TAG) ) 1766�8 6046' EASTQF LY, t ((( RODUCE� SO RL / jj N-1-\ SHARED DRIVEWAY DRAINAGE PLAN SCALE: 1 " = 20' LEGEND: ni TYPE 2 CATCH BASIN w/SOLID COVER ® TYPE 1 CATCH BASIN w/FRAME 8 GRATE 0 TYPE 1 CATCH BASIN w/SOLID COVER ® 12" SQUARE CATCH BASIN ® SD CLEANOUT oao DOWNSPOUT PIPE FLOW ARROW 6" STORM DRAIN PIPE - 4" OR 6' STORM DRAIN PIPE -_-- 4" PERFORATED SD PIPE GROUND SLOPE DIRECTIONAL ARROW RETAINING WALL 0— SWALE/FLOWLINE / JI / \ \ \ 14 1 TCH BASIN t � AT10N APPROX.) MATCH EX EAST DGE CONCRET APRON \ WARP RADES N R EX DRIVE AY AS NEC SSARY PROVI E SMOOTH WANSITIO vil 1 ( EX FLOWLINEIINFILT%TION / TRENCH (LOCAT01 t}pPROX.) 1 I \ 11� 1 \ \/ 1 1 �J I 1 1 1 !i liS \ 1 1 1 I I >ii' < ? 1 ! I \ \, \ \ k ( 1 ir N \ \ \V'¼ ?F.? \i1 (/(/ I I ) ) \ I ! 1 ! 1 p 11 4 1 j I) / 1 I i \ 1 / I 1r I 11 1 1 1 � 1 I I I I ) 1 1 1 1 I 15' W DE RE URF4CED G AVEL�RIVEWAY <<( 11 1 EG ISTING 3RADE ND BEG N FILL 1 15' WIDE GRAVEL ) / / 1 I / / 1 1 I / / /4 - SPIKE I�A$PHALT1 /__' / / x� l t \ EXIP hOUTH '15OTH TREE EX 8 EX 18r DOUGLAS F EEXsD E (LOCA T IN APPROX.)) ri � OUTLET, (LO n.4oX.) EXB" 3"& 1 / (2)14" 1 E� EX 6' MOUNTPjN ! I ASH !!! 1�\ / / ) / 1 \\\ EX 10" HOL k' 49" HOLLY \ '. SURFACED RIVE AY EX 10' HOLLY EX5" HOLLY SHARED DRIVEWAY GRADING PLAN TON EX 9' OLLY EX8' HOLLY EX 4' HOLLY re HOLLY / / EX4' HOLY( 10' HOLLY/ EX 9" HOLLY EX HOLLY EX 10' LLY 0 EX PK NAIL EAST OF LI SOUTHERL 14-0259 • LEGEND: XXXXX at PROPOSED CONTOURS EXISTING CONTOURS GRADE SLOPE ARROW FINISH GRADE POINTS GRADE BREAK LINE SWALEFLOWLINE RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURN AROUND 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 fax 206.624.3775 coffman.com LASTING creativity I results I relationships McCARTER PROPERTIES TUKWILA, WA TUKWILA RESIDENCES Revisions Registration Key Plan Sheet TAM SHARED ACCESS GM_REkNG AND DRAINAGE PLAN MAR 20 2017 :3ERMIT CENTER CEI Project No: 150509 Designed: 06/08/16 GMM Drawn: GMM Sheet Number C3.1 WATER & SEWER NOTES: 1. UTILITY CROSSINGS/CLEARANCES • MINIMUM HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND OTHER PARALLEL UTILITIES SHALL BE FIVE (5) FEET, EXCEPT SEWER LINES SHALL BE TEN (10) FEET. MINIMUM VERTICAL SEPARATION OF POTABLE WATER MAINS AND OTHER UTILITIES SHALL BE ONE (1) FOOT, EXCEPT SEWER LINES SHALL BE ONE AND ONE HALF (1.5) FEET. ALL OTHER UTILITIES SHALL HAVE A MINIMUM HORIZONTAL SEPARATION OF ONE (1) FOOT AND A MINIMUM PREFERRED VERTICAL SEPARATION OF ONE (1) FOOT. WHERE VERTICAL SEPARATION IS LESS THAN SIX (6) INCHES, A FOUR (4) INCH MINIMUM THICKNESS ROT -RESISTANT FOAM PAD SHALL BE INSTALLED BETWEEN THE PIPES. ALL CLEARANCES ARE MEASURED FROM OUTSIDE EDGE TO OUTSIDE EDGE. 2. SERVICE CONNECTIONS - ALL SERVICE CONNECTIONS SHALL BE IN CONFORMANCE WITH SECTION 7-15 OF THE WSDOTIAPWA STANDARDS, EXCEPT AS MODIFIED OR SUPERCEDED BY THE CITY OF TUKWILA 3. WATER SERVICE CONNECTIONS - THE WATER SERVICE CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 7-15OFTHE WSDOTIAPWA STANDARD SPECIFICATIONS. THE WATER SERVICE PIPES FROM THE 8-INCH MAIN TO THE METER WILL BE COPPER PIPE. THE WATER SERVICE PIPE FROM THE METER TO THE BUILDING WILL BE HOPE PIPE. WATER SERVICE CONNECTIONS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD PLAN WS-18. 4. COPPER WATER PIPE - COPPER WATER PIPE SHALL BE SOFT COPPER TYPE'1<' CONFORMING TO THE REQUIREMENTS OF SECTION 9-30.6(3)A OF THE STANDARD SPECIFICATIONS. 5. HDPE DOMESTIC WATER PIPE • THE HDPE DOMESTIC WATER PIPE SHALL BE HIGH DENSITY POLYETHYLENE (HOPE) EXTRA HIGH MOLECULAR WEIGHT PLEXCO PE 3408 INDUSTRIAL PIPE, OR APPROVED EQUAL, SDR 9, RATED 250 PSI AS SHOWN ON PLANS. FITTINGS SHALL BE MOLDED, AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE THE SAME STRENGTH AND STANDARD AS THE PIPE ON WHICH THEY ARE USED. JOINTS SHALL BE FUSION WELDED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL PIPE SHALL BE IN CONFORMANCE WITH NAVA C906 AND SHALL BEAR THE SEAL OF THE NATIONAL SANITATION FOUNDATION (NSF) FOR POTABLE WATER PIPE. 6. WATER METER - THE WATER METER SHALL BE 3/4-INCH AND OF THE TYPE SPECIFIED OR PROVIDED BY THE CITY OF TUKWILA. WATER METERS SHALL BE INSTALLED PER CITY OF TUKWILA STANDARD PLAN WS-18. 7. FIRE PROTECTION SPRINKLER SYSTEM - DCVA ASSEMBLY AND FDC CHECK VALVE TO BE LOCATED WITHIN THE BLDG. FIRE SPRINKLER SYSTEM TO BE DESIGNED BY A CERTIFIED FIRE SPRINKLER ENGINEER. THE FIRE PROTECTION SPRINKLER SYSTEM INCLUDING MATERIALS, SIZING AND CONFIGURATION IS SUBJECT TOACONTRACTOR PROVIDED DESIGN BY A FIRE PROTECTION ENGINEER. THE CONTRACTOR'S BID SHALL REFLECT THE CONDITIONS OF THE FIRE PROTECTION ENGINEERS DESIGN. TFE CONTRACTOR SHALL COMPLY WITH ALL NATIONAL FIRE PROTECTION ASSOCIATION REQUIREMENTS AS SET FORTH BY NFPA 13, ITS AMENDMENTS AND LOCAL REQUIREMENTS, INCLUDING BUT NOT LIMITED TO ACQUISITION OF ALL PERMITS. ALL WORK ON UNDERGROUND PORTIONS OF THE FIRE PROTECTION SPRINKLER SYSTEM SHALL BE DONE AND CERTIFIED BY A LICENSED CONTRACTOR WHO HAS ACHIEVED A STATE LEVEL "U' CERTIFICATION. SUBCONTRACTING OF SUCH WORK TO PERSONS OR FIRMS NOT CURRENTLY LICENSED AS AFIRE PROTECTION SPRINKLER SYSTEM CONTRACTOR IS PROHIBITED UNDER WAC 212430. 8. SIDE SEWER PIPE -ALL SEWER PIPES SHALL COMPLY WITH WSDOTIAPWA STANDARD SPECIFICATION SECTIONS 7-17 & 7-18. PIPE TYPE LOCATIONS SHALL BE AS SHOWN IN THE PLANS 9. GRAVITY SEWER PIPE - ALL GRAVITY SEWER PIPE SHALL BE FOUR (4) INCH DIAMETER, POLYVINYLCHLORIDE (PVC) CONFORMING TO ASTM 3034, SDR 35, OR APPROVED EQUAL. PIPE AND FITTINGS SHALL BE FURNISHED WITH BELLS AND SPIGOTS WHICH ARE INTEGRAL WITH THE PIPE WALL. PIPE JOINTS SHALL BE FLEXIBLE ELASTOMERIC GASKETS CONFORMING TO ASTM D3212; SOLVENT CEMENT JOINTS SHALL NOT BE USED. SEWER PIPE SHALL BE LAID WITH BELL ENDS FACING IN THE DIRECTION OF THE LAYING, UNLESS OTHERWISE APPROVED BY THE CITY. 10. SEWER FORCE MAIN PIPE - THE HDPE SEWER FORCE MAIN PIPE FROM THE PUMP STATIONS TO THE EXISTING SEWER MANHOLE SHALL BE SIZED AND SPECIFIED BY PUMP SYSTEM PROVIDER. FITTINGS SHALL BE MOLDED, AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE THE SAME STRENGTH AND STANDARD AS THE PIPE ON WHICH THEY ARE USED. ALL SEWER PIPES SHALL CONFORM TO SECTIONS 7-17 & 7.18 OF THE WSDOTIAPWA STANDARD SPECIFICATIONS. 11. SEWER CLEAN OUTS - SHALL BE IN CONFORMANCE WITH WSDOTIAPWA STANDARDS, SECTION 7-19. CLEAN OUTS SHALL BE LOCATED AS SHOWN ON THE PLANS AND SHALL BE THE SAME DIAMETER AS THE PIPE ON WHICH THEY ARE INSTALLED. 12. SEWER PUMP STATION - THE PUMP STATION SHALL BE DESIGNED BY ENVIRONMENT ONE CORPORATION (E/ONE)AS REQUIRED BY VAL VUE SEWER DISTRICT. PUMPS SHALL BE CAPABLE OF RUNNING AT 40 GPM WITH A MINMUM LIFT OF 25 FEET. THE CONTRACTOR SHALL SUBMIT MANUFACTURER'S CUT SHEETS TO THE OWNER AND SEWER DISTRICT FOR APPROVAL PRIOR TO PURCHASE AND INSTALLATION. THE CONTRACTOR SHALL PROVIDE THE OWNER WITH A COPY OF THE INSTALLATION AND SERVICE MANUAL FOR THE NEW PUMPING EQUIPMENT. THE PUMP STATION AND ITS ASSOCIATED EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND PER THE VAL VUE SEWER DISTRICT REQUIREMENTS. 13. PIPE TRENCH & BEDDING -ALL PIPE SHALL BE LAID ON APROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF WSDOTIAPWA SPECIFICATION 7-08.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR 'GRAVEL BACKFILL FOR PIPE BEDOING'THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED ID FORM A DENSE UNYIELDING BASE. 14. PIPE TRENCH BACKFILL-TRENCH BACKFILL FOR PIPES SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY PER ASTM D-698, AND SHALL BE IN ACCORDANCE WITH SECTION 7-08.3(3) OF THE WSDOTIAPWA STANDARD SPECIFICATIONS. BACKFILL MATERIAL OF TRENCHES SHALL BE PER SECTION 9-03.12(3) OF THE WSDOTIAPWA STANDARD SPECIFICATIONS. 15. WATER TESTING & DISINFECTING - THE CONTRACTOR SHALL PROVIDE PLUGS AND TEMPORARY BLOW OFF ASSEMBLIES FOR PRESSURE TESTING AND DISINFECTION. TESTING AND DISINFECTION SHALL BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS. 18. WATER PIPE COVER - ALL WATER PIPE SHALL HAVE 3' MINIMUM COVER AND 6' MAXIMUM COVER FROM FINISH GRADE, UNLESS OTHERWISE APPROVED BY THE CITY. WATER SERVICE PIPE SHALL HAVE 3' MINIMUM COVER FROM FINISH GRADE. 17. SEWERTESTING & FLUSH/VG • TESTING & FLUSHING SHALL CONFORM TO THE REQUIREMENTS OF SECTION 7.17.3(4), WSDOT/APWA. 18. SANITARY SIDE SEWER PIPE COVER - SIDE SEWER'S SHALL HAVE 2' MINIMUM COVER FROM FINISH GRADE, UNLESS OTHERWISE APPROVED BY THE CITY. 19. CONNECTION TO EXISTING SANITARY SIDE SEWER- THE LOCATION OF THE EXISTING SANITARY SIDE SEWER IS APPROXIMATE THE CONTRACTOR SHALL VERIFY ITS LOCATION PRIOR TO CONSTRUCTION AND IMMEDIATELY BRING ALL PROBLEMS OR CONFLICTS TO THE ATTENTION OF THE ENGINEER. 20. INSTALLATION PROCEDURES - INSTALL ALL PIPING, FIXTURES, EQUIPMENT, AND ACCESSORIES IN STRICT ACCORDANCE WITH THE PLUMBING LAWS, RULES, AND REGULATIONS OF THE STATE OR CTTY, WHICHEVER REPRESENTS THE HIGHER STANDARD. ALL WORK SHALL BE APPROVED BY THE STATE AND CITY PLUMBING INSPECTORS. 21. RESTORATION • ALL EXISTING IMPROVEMENTS REMOVED OR DISTURBED IN THE COURSE OF THE WORK SHALL BE RESTORED TO THEIR ORIGINAL CONDITION. 22. POWER & COMMUNICATIONS - ALL POWER AND COMMUNICATIONS SERVICES SHALL BE DESIGNED BY OTHERS. POWER AND COMMUNICATIONS SYSTEM DESIGNS AND INSTALLATIONS SHALL BE PER THE SERVICE PROVIDER AND GOVERNING AGENCIES STANDARDS, SPECIFICATIONS AND REQUIREMENTS. THE POWER AND COMMUNICATIONS SYSTEMS SHOWN ON THIS PLAN ARE CONCEPTUAL AND ARE SUBJECT TO CHANGE BY THE CITY AND SERVICE PROVIDERS. of I 1 tEX HOG NET FENCE IS 1.3' SOUTH OF SET REBAR WITH CAP D14-0259 9'x15.5' PATIO, TYP o co APPROX. TOP OF SLOPE K 4} SD, TYP (SEE SHT C2) HOUSE A UPPER FF=263.50 MAIN FF=253.50 GARAGE FF=243.50 11.69 TAP DOM WS FOR BLDG FIRE SPRINKLER, TYP (SEE WATER & SEWER NOTE 10.) . x 14 6. 6 EX 6" SS, PER SIDE SEWER INFO FROM VAL VUE SEWER DISTRICT EX SMH 9LF-4' SS, 5-1).04 Rlfl EX 6' CHAIN LINK FENCE COMMUNICATIONS SERVICE, D80 (PHONE, CABLE, ETC.) POWER SERVICE, DBO (UNDERGROUND) RIM=253.9' INV=250.2'(E->W) EX 6" SS, S=2% PER SIDE SEWER INFO FROM VAL VUE SEWER DISTRICT INSTALL 6)(61)45° WYE AT EXISTING 6' PIPE "x45° WYE - -4 w 4,- ea gir STAIRS, TYP. LF.44 ss 49Lfi=66,S=0.1 HOUSE B w CA[CSS ro )15 ti\ 1i{!fr UPPER FF=252.75 MAIN FF=242.75 GARAGE FF 232.75 N 88"OS'4x' W 272.32' EX � 6' WOOD \• FENCE 24' EASEMENT FOR INGRESS, EGRESS & UTILITIES EX BLDG #4816 MAINTAIN 18" VERTICAL SEPARATION BETWEEN WATER & SEWER AT CROSSING SEWER CLEANOUT TABLE SSCO# RIM EL (FT) IE (FT) 1 232.08 229.20 2 232.60 230.10 3 231.35 227.63 4 237.44 234.74 5 241.80 239.24 6 243.00 240.44 7 243.30 240.80 6"SSCOPER CoT STD DWG SS-2 2' COVER, MIN REDUCER ss SLF-6 SS, w EXB"W w EX ASPHALT TO #4803 & 4805 - - COMMUNICATIONS LINE (LOCATION APPROXIMATE) EX DOM WS, LOCATION APPROX. FIELD VERIFY PRIOR TO CONSTRUCTION A U+tOi EX GRAVEL DRIVEWAY SD, TYP (SEE SHT C3. EX ECOLOGY BLOCK WALL EX SD PIPE (LOCATION APPROX.) EX EAST EDGE CONCRETE APRON EX CATCH BASIN (LOCATION APPROX.) 391LF 1-1/2" DOM WS, BLDG B 4671F 1-1/2" DOM WS, BLDG A EX DOM WS, (LOCATION APPROX.) EX FLOWLINERNFILTRATION TRENCH (LOCATION APPROX. MAINTAIN 6' MINIMUM HORIZONTAL SEPARATION BETWEEN WATER & SEWER, TYP COMMUNICATIONS SERVICE, DBO (PHONE, CABLE, ETC.) MAINTAIN 18" VERTICAL SEPARATION BETWEEN WATER & SEWER AT CROSSING EX DOM WS, LOCATION APPROX. FIELD VERIFY PRIOR TO CONSTRUCTION EX WM EX WM b SOUTH 150THWST EX RR SPIKE _ 0,0 0 IN ASPHALT w p 2.4't A0+iasl SECTION AA SPHALT CONNE LINE TO EX S (LOCATION APPR 1 1 I POWER SERVICE, DBO (UNDERGROUND) COMMUNICATIONS SERVICE, DBO (PHONE, CABLE, ETC.) DOM W EOINE PUMP STATION RIM 230.5t IE=227.00, OR AS SPECIFIED I BY PUMP SYSTEM SUPPLIER eA:4 CB, TYP (SEE SHT C2) 3a19.96 10+00 SEATTLE CITY LIGHT HAND HOLE, DBO. EX 17" DOUGLAS FIR '�\ ) / 30' / EASEMENT FOR - INGRESS, EGRESS & UTILITIES EX 6' CHESTNUT afer EX DRIPLINE, TYP EX 21' DOUGLAS FIR POWER SERVICE \ CONNECTION, DBO } (UNDERGROUND AT POLE) EX 30" CEDAR EX 20' DOUGLAS FIR (I 1 EX 18' DOUGLAS FIR g eta 6-2 rg c� 10' LLY X 5' ILLY MUNICATIONS CE, DBO EX SD OUTLET, �1\1° (LOCATION APPROX.) 476LF SS FM, DBO EX 10 ToDLET, EX 9" HOLLY q9" HOLLY EX 13" HOLLY EX 8' HOLLY EX 4`I-IOLLY EX 4" HOLLY X 20" HOLLY EX 9°i HOLLY X 5/140LLY 4" HOLLY EX 4' HOLLY EX 10" HOLLY EX 9' HOLLY EX 9' HOLLY EX 12" HOLLY EX10"HOLLY 2-3/4'ME AND 1- STREET E PIPE EX PK NAIL WITH TAG #17663-0.046' EAST OF LINE PRODUCED SOUTHERLY 0' w$ OHM 5' 15' 10' SCALE: • • rtY1'r111CD try OF TUKWILA 1"=20' MAR 2 0 2017 ACOFFMAN NGINEERS 1601 Fifth Avenue, Suite 900 Seattle, WA 9810 I- 1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity 1 resulcs 1 relationships McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA TUKWILA RESIDENCES Revisions 1 03/15/17 REVISE HOUSE B LOCATION Registration Key Plan Sheet Title WATER, SEWER POWER AND COMMUNICATIONS PLAN 1" = 10' PERMIT CENTER CO Project No: 150509 Date: 06/08/16 Designed: G M M Drawn: GMM Checked: Sheet Number C4 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A CATCH BASIN WITH A CATCH BASIN PROTECTION INSERT. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. REMOVE THE SEDIMENT WHEN IT REACHES 6" HIGH. 5. REPLACE ALL FILTER FABRIC WHICH HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN. I — 2Sp vL FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH 2"x2"x14 GAUGE WIRE FABRIC OR EQUAL •---...— ly��� 330 to IS VTh kE IN ASPJTAIIT EX PK #17 3 O.o 6' EAST,✓ F LINE PRODUCED SOU9UERLY/17 / DTI-11�••1-••.11I TL m'-Fi=1�r BURY BOTTOM OF FILTER MATERIAL IN 8"x12" TRENCH 6' MAX 2"x4" WOOD POSTS OR STEEL FENCE POSTS 2"x2"x14 GAUGE WIRE FABRIC OR EQUAL FILTER FABRIC MATERIAL PROVIDE 3/4" - 1.5" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC AT THE SURFACE 2"x4" WOOD POSTS OR STEEL FENCE POSTS FILTER FABRIC FENCE NOT TO SCALE MAINTENANCF NOTES• 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. J ` // 1 CLEARING LIMITS, TYP ESTIMATED PAVEMENT- .� PATCHING FOFt7l TILITY IN i ALLATION"- x 9 0 04 J°0 e0 00 a °°° 00000 o° 0 000 0° °oo 4' TO 8' QUARRY SPALLS, 12" MIN THICKNESS, TYP (SEE NOTE) DRIPLINE OF TREE (DISTANCE VARIES) 4' HIGH BARRIER FENCE SUPPORT POST EXISTING GRADE TREE PROTECTION DETAIL NOT TO SCALE EXISTING TREE NOTES: 1. IN SOME LOCATIONS WORK WITHIN THE DRIPLINES OF TREES MAY BE REQUIRED. EXTRA CARE SHALL BE TAKEN DURING ALL CONSTRUCTION ACTIVITY WITHIN DRIPLINE OF TREES TO PROTECT THE EXISTING TREE AND TREE ROOTS FROM DAMAGE. 2. BARRIER FENCING SHALL BE LOCATED AT THE DRIPLINES OF EXISTING TREES LOCATED WITHIN OR NEAR THE CONSTRUCTION LIMITS, WHICH ARE NOT PROTECTED BY FILTER FABRIC FENCING. °0-00 0 00 0000 0 °0U o ° nn 50' LENGTH MAY BE MODIFIED AS SITE CONDITIONS WARRANT SUBJECT TO APPROVAL BY THE CITY OF TUKWILA 00 00 0 0 00000°° °° 00o 000 0 0 nn o00° O °° °o a �o 00 0000000 0 0 0 00 0 00 0 0 0 00 0 0 Q°00 0 00000 00 0000 00 n n 000000 CONSTRUCTION ENTRANCE NOT TO SCALE TESC PLAN NOTES: 1. ALL TREES TO BE REMOVED SHALL BE VERIFIED WITH THE GEOTECHNICAL ENGINEER PRIOR TO REMOVAL. ALL EXISTING TREES TO REMAIN SHALL BE PROTECTED FROM DAMAGE. 2. THE CONTRACTOR SHALL CONSTRUCT A TEMPORARY CONSTRUCTION ENTRANCE IN CONFORMANCE WITH THE DETAIL ON THIS SHEET. CONSTRUCTION EQUIPMENT SHALL BE CLEANED OF ALL DIRT AND DEBRIS BEFORE ENTERING THE PUBLIC STREET. 3. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE AND MUST BE FIELD VERIFIED. 4. INSPECTIONS OF THE EROSION CONTROL MEASURES SHALL BE PERFORMED ON A REGULAR BASIS & ADDITIONAL INSPECTIONS SHALL BE MADE AFTER EACH LARGE RUN-OFF PRODUCING PRECIPITATION EVENT. 5. RELOCATE FILTER FABRIC FENCE AS NECESSARY TO FACILITATE CONSTRUCTION AND PROTECT THE DOWNSTREAM SYSTEM. 6. ALL NEW AND EXISTING CATCH BASINS THAT MAY COLLECT RUNOFF FROM DISTURBED SURFACES SHALL BE PROVIDED WITH CATCH BASIN PROTECTION UNTIL THE SITE HAS BEEN FULLY STABILIZED. 8. CONTRACTOR SHALL CLOSELY MONITOR THE INFLOW TO CBI TO ENSURE ADEQUATE SEDIMENT REMOVAL IS ACHIEVED. 9. TRIANGULAR SILT DIKES SHALL BE INSTALLED WITHIN THE INTERCEPTOR SWALES AS NECESSARY TO PREVENT SEDIMENT LADEN WATERS FROM LEAVING THE SITE. SPACING SHALL BE 1 EVERY 20 FEET MIN ON SLOPES GREATER THAN 10%. 10. THE WORK AREA SHALL BE GRADED AWAY FROM THE TOP OF SLOPE TO PREVENT SURFACE WATER RUNOFF FROM DISCHARGING OVERLAND OVER THE EXISTING STEEP SLOPE AREA. 11. CONTRACTOR SHALL AVOID CONCENTRATING SURFACE WATER RUNOFF AND SHALL PROVIDE SHEET FLOW OVER PROTECTED PORTIONS OF THE SITE AS MUCH AS POSSIBLE. • LEGEND CLEARING LIMITS x FILTER FABRIC FENCE SAWCUT LINE EX HOG NET FENCE I 1.3' SOUTH OF SET REBAR WITH CAP 7-- �r �EX H LINK FEN •7AVE & PROTECT BUILDING OUTLINE AVERAGE GRADE LINE TEMPORARY INTERCEPTOR SWALE PIPE TO BE REMOVED 3p.e X 0 phwiewa nate r---I L__J GROUND SLOPE DIRECTION ARROW TRIANGULAR SILT DIKE EXISTING TREES TO BE REMOVED EXISTING TREES TO REMAIN CONSTRUCTION ENTRANCE WC PVMT TO BE REMOVED AND REPLACED Silts°ciP CATCH BASIN SILT FILTERING SYSTEM, OR APPROVED EQUAL. CATCH BASIN CATCH BASIN PROTECTION INSERT NOT TO SCALE NOTE: THE Siltsack® SEDIMENT CONTROL DEVICE IS MANUFACTURED BY: ACF ENVIRONMENTAL, INC. 2831 CARDWELL DRIVE RICHMOND, VA 23234 PHONE: 800-448-3636 r-4148' E 154.95' J 1 APO' v 4fOFFM , N G I N E 1601 Fifth Avenue, Su Seattle, WA 98101- 16 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity I results I McCARTER PROPERTIE: 48XX S. 150TH TUKWILA, W. A GEG DE \� 7-_CINE•TYPy� _ / �o + t , )11 1: I ::::)//1/1 \\\)f) d\\ / \\ `\ l �\ �,� '/ i i [12 / \�\`` \1 03/15117 REVISE HOUSE ��' Fell �I� j �/�\\\\�°�\� I /TRIANGU ' r V SILT D OR I I LLD_ ( I (SEE NOTE!), EX6'WOOD / FENCE CLEARING LIMITS, TYP ovz-- CO S/ V -240 !�/ C� / / — \�4' EASEMEN /ter` J" Ec�SrS& EXTtO�W E4PIEJUVFJL7bVtTIQP1 —� �� EX CATCH BASIN _� ��� CONCRETE APRON �� - RENCti(LQQADQNN9RPLt0X.) _ (LOCATIONA OX) �Q -1•1•1•11,-_ E& RO v-- EX ECOLOGY ti ✓� �'� -- — . BLOCK WALL — `---SA TECT EXSD PIPE .--3 (COCA APROO PROTECT SAVE dv-- ---% rti:- -•�•—_ - .. \ ,.,->, >��7 __ - - -PROTECT- 0 rn yr e/ m x ac tic r g 7 x EX GRAVEL DRIVEWAY TO BE RESURFACED Ste--x- s 01°1604• w S(19� = Sic' EX SE1A O _ _•_,_. --� (COCCA APPROPPRO X.) 2- EX PARKING AREA (LOCATION APPROX.) 0.—S4r' `, 1 10- \I T ',BUILDING I. I IL4N� 1-T6,pE USED TO COLLECTRU[JOFF DURING CONS RL`TIO t`, REFER TO SHT C2.0. INSTALL FILTE FABR INLET TO PRE/ENT SEDIMENT—"' ' FROM ENTERI G PIPE, TYP 220 \� J 1" EX "�--• 230 D EGRESS UTILITIES aturis �--- `Y rLe /may = LI cS WP j O 1,7\(\ , ..\-NC;\ isc,"( #'111) -// i\\)\\\\c‘ f /hilt:411Ni \\\\\ \_\-\\1\\* ilt+n 'IN icov I �. (�I I I 1`��-° �lI I I tx \\\ I r 0,‘ A ( 01°15'N \\ << ���\ N, I) hi\ .\\N\ Regbfration I illy /�, 7'/\/\ 9p 1 1 't 4 S 1• DI S AT/R i ‘ �SEEElsf 1F���27 I t ( ( 77,4 AYT :10E7N INEEFING \c,,\ el: - //,/ /U7/NEEzlYNG61/:2‘t L\t‘i etyrobioitiv/go i//p -4467-7, /// 07,2/ ONM71 AL 51137N TEMPORAL CON3T UCTION RANCE ^i EhIGTE-25— sem 9:1; // 47 /r/ 7 INTERCEPTOR / 4131/4>FLQWLWE WP 7." .-- \//,/,<1;:: KJ)/ D14-0259 30' 0 10 20 SCALE: 1" = 20' Dittyn RECEIVED CITY OF TUKWILA PERMIT CENTER TUKWILA RESIDENCI Revisions Sheet Title TEMPORAR\ EROSION AN SEDIMENTA- CIE1 Project No: 150509 06/08/1 6 GMM GMM Sheet Number C5 � 2 = 3117/2017 CB1-TYPE 2, 48'0 OFFMAN N G I N E E R S FINISH GRADE z 2 NOTE: SANITARY TEE OR SWEEP MAY BE INSTALLED IN LIEU OF A WYE AS SHOWN. STRAIGHT TEES ARE NOT ACCEPTABLE. GASKETED CAP #10 WIRE, (2) WRAPS MIN REQUIRED FOR MAGNETIC LOCATION FINDER PVC PIPE & FITTINGS, TYP. GASKETED CAP CLEAN -OUT DETAIL (UNPAVED AREAS) NOT TO SCALE CB1-TYPE 2, 48"0 RIM=230.72 IE=227.72 (W) IE=223.80 (SE) IE=221.89 (N) 6" PVC SD, S=0.02fNft FROM CB2 6" PVC SD, FROM YD2, IE:227.72 IE=223.80 2-6"BACKUP RINGS w)BOLTS SOLID COVER & FRAME RIM=230.72 6' HDPE FLANGED END FINISH GRADE, TYP EX GRADE, TYP 48'0 TYPE 2 CB 1-8" BLIND STEEL FLANGE 6" HOPE SD, S=0.02 ft/ft NON -SHRINK GROUT TO GABION OUTFALL ENERGY DISSIPATER CBI: MANHOLE ANCHOR DETAIL SCALE: 1' = 5' 4" PERF PIPE, S=0.0 fUft CLEAN 1-1/2" TO 3/4" WASHED ROCK FROM CBI RIM=230.72 IE=227.72 (W) IE=223.80 (SE) IE=221.89 (N) MATCH TOP OF GABION MAT TO EX GRADE AT CENTER OF MAT 6" HDPE PIPE TO BE LAID ON EXISTING SLOPE PIPE ANCHOR, SEE NOTE. 91x6'x0.15' THICK GABION MAT, FILLED WITH 3'-6"0 ROCK 9'x3'x0.75' THICK GABION MAT, FILLED WITH 3'-610 ROCK FROM CB2 13.1' 6'x3'x1.5' THICK GABION, FILLED WITH 3'-6'0 ROCK FILTER FABRIC MATERIAL COMPACT NATIVE SOILS TO 0 43.8' HOLE ANCHOR, (SEE CBI DETAIL, THIS SHT) 6" HOPE SD, S=0.02 fUft MATCH TOP OF GABION MAT TO EX GRADE AT CENTER OF MAT 9'x3'x0.75' THICK GABION MAT, FILLED WITH 3'fi"0 ROCK J re re 6 CO t1 <7 EX GRADE, TYP PROVIDE A FIRM UNYIELDING BASE GABION OUTFALL ENERGY DISSIPATER DETAIL SCALE: 1"= 5' MATCH BOTTOM OF GABION MAT TO EX GRADE NOTE: PIPE ANCHORS SHALL BE COMPOSED OF APPROXIMATELY SEVEN (7) FEET OF 04 REBAR, WHICH SHALL BE BENT TO SIT OVER THE PIPE RESTRICTING HORIZONTAL MOVEMENT. MAINTAIN A 1/2" CLEARANCE BETWEEN THE PIPE AND THE ANCHOR, TO ALLOW FOR PIPE CONTRACTION & EXPANSION. THE REBAR ANCHORS SHALL BE DRIVEN APPROXIMATELY 3 FEET INTO THE SLOPE. 2"x12" PRESSURE TREATED NOTCHED GRADE BOARD NOTCH DETAIL 2"x2" NOTCH @ 18' ON CENTER, TYP Tx2" GRADE BOARD SUPPORT POST, TYP DISPERSION TRENCH DETAIL PLAN VIEW SCALE: 1' = 2' SLOPE TO DRAIN 14 Ir. IIr PEA GRAVEL FILTER FABRIC _ 11 3" PIPE BECOMES ABOVE GROUND PIPE ANCHORS (SEE GABION OUTFALL ENERGY DISSIPATER DETAIL, THIS SHT) 41.6' 72LF-6' HOPE PIPE TO BE LAID ON EXISTING SLOPE, (MEASURED LENGTH=78'3) GABION OUTFALL ENERGY DISSIPATER, SEE DETAIL THIS SHT. SECTION A -A: OVERLAND PIPE SCALE: 1" = 10' 6'x3'x1.5' THICK GABION, FILLED WITH 3'-6110 ROCK (iTarI%Yr Ii}AIialinei 3.4' MATCH TOP OF GABION MAT TO EX GRADE AT CENTER OF MAT 95(6'x0.75' THICK GABION MAT, FILLED WITH 3"-6"0 ROCK A COMPACT NATIVE SOILS TO PROVIDE A FIRM UNYIELDING BASE rEX GRADE, TYP FINISH GRADE, TYP FILTER FABRIC MATERIAL SECTION B-B: ENERGY DISSIPATER SCALE: 1' = 5' 11 3/40 HOLES, DRILL INTO ALL SIDES OF THE TOP RISER 11 NDS GRATE, CONSULT ARCHITECT OR OWNER FOR SPECIFICATIONS PRIOR TO ORDERING NDS 6" RISER SLOPE TO DRAIN NDS 6" RISER(S) AS REQUIRED BACKFILL WITH COMPACTED SOIL NDS 12" EXTENSION RISER WITH OPENINGS NDS UNIVERSAL LOCKING OUTLET INVERT ELEVATION STORM DRAIN PIPE NDS ONE PIECE 12" SUMP BOX 6" MIN COMPACTED CRUSHED STONE NDS 12" SQUARE CATCH BASIN ASSEMBLY DETAIL NOT TO SCALE (LANDSCAPING AREAS) NOTE: FOR USE IN LANDSCAPING AND LAWN AREAS ONLY. NOT TO BE USED IN AREAS SUBJECT TO VEHICULAR TRAFFIC LOADING. D14-0259 ORM RECEIVED CITY OF TUKWILA MAR 202017 'E.RMIT CENTER 1601 Fifth Avenue, Suite 900 Seattle, WA 98101- 1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity 1 results I relationships McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA TUKWILA RESIDENCES Revisions 1 03f15/17 REVISE HOUSE B LOCATION Registration Key Plan Sheet Title SECTIONS AA, BB AND DRAINAGE DETAILS Scale: 1 = 10 cEl Project No: 150509 Date: 06/08/ 1 6 Designed: G M M Drown: G M M Checked: Sheet Number C6 3/17/2017 GENERAL CIVIL NOTES: 1. STANDARD SPECIFICATIONS - ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE MOST CURRENT VERSION OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION AND THE STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) AND THE WASHINGTON STATE CHAPTER OF THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA) EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY OF TUMMLA DEVELOPMENT GUIDELINES & DESIGN AND CONSTRUCTION STANDARDS, THE UNIFORM BUILDING CODES; PERMIT CONDITIONS; AND ALL OTHER APPLICABLE CODES, ORDINANCES, STANDARDS, AND POLICIES. THE STANDARD PLANS AND STANDARD SPECIFICATIONS (WSDOTIAPWA) MAY BE OBTAINED FROM THE OFFICE OF PRE -CONTRACT ADMINISTRATION AT THE HIGHWAY ADMINISTRATION BUILDING, OLYMPIA, WASHINGTON 98504, OR BY TELEPHONE ORDER: (360) 705.7835. 2. PRE -CONSTRUCTION REQUIREMENTS: PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL, (1-800-424-5555) FOR UTILITY LOCATIONS. AT LEAST48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT206.433-0179. REQUESTA PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 3. PLANS & STANDARDS - A COPY OF THE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. CURRENT COPIES OF THE CITY OF TUKWILA DEVELOPMENT GUIDELINES & DESIGN AND CONSTRUCTION STANDARDS SHALL BE AVAILABLE AT THE JOB SITE. 4. ELECTRONIC CAD FILE - AN ELECTRONIC CAD VERSION OF THIS PLAN SET IS AVAILABLE FROM COFFMAN UPON REQUEST. 5. DRAWINGS - NOT EVERY DETAIL OF THE CONSTRUCTION IS SHOWN ON THESE DRAWINGS. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OFA SIMILAR CHARACTER 'ID DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHOULD REVIEW THE DRAWINGS PRIOR TO STARTING CONSTRUCTION AND BRING ALL PROBLEMS IMMEDIATELY TO THE ATTENTION OF THE ENGINEER IN ORDER TO AVOID DELAYS. A COPY OF THE APPROVED PLANS MUST BE ONSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. EXISTING UTILITIES - EXISTING UTILITY LOCATIONS SHOWN (EXCLUDING DOMESTIC WATER SERVICE AM) COMMUNICATIONS SERVICE) ARE BASED UPON THE SURVEY PREPARED BY SCHROETER LAND SURVEYING, PROJECT NO 06252, DATED 10/11/2006 AND SEWER AS -BUILT INFORMATION PROVIDED BY VAL VUE SEWER DISTRICT. THE EXISTING DOMESTIC WATER SERVICE PIPE LOCATION AND EXISTING COMMUNICATIONS SERVICE LOCATION IN THE STREET HAVE BEEN APPROXIMATED BY THE ENGINEER AND MUST BE FIELD LOCATED PRIOR TO BEGINNING CONSTRUCTION. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTIUTY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTIITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL OBTAIN ADDITIONAL UTILITIES INFORMATION FROM THE APPROPRIATE AGENCIES AND SHALL FIELD VERIFY UTILITY LOCATIONS ON THE GROUND PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH THE PUBLIC AND PRIVATE UTILITIES TO DETERMINE THE WORK AND INSPECTIONS NECESSARY TO DISCONNECT, CUT, CAP, ABANDON, RELOCATE, OR REPAR THEIR FACILITIES. THE CONTRACTOR SHALL BEFORE AN EXCAVATION BEGINS, CALL THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 7. SURVEY CONTROL &TOPOGRAPHY • THE EXISTING BOUNDARY, TOPOGRAPHIC AND UTILITY INFORMATION SHOWN IS BASED ON THE SURVEY PREPARED BY SCHROETER LAND SURVEYING, PROJECT NO 06252, DATED 10/11/2006. ADDITIONAL TOPOGRAPHIC DATA WAS ADDED BASED ON THE LIDAR SURVEY DATA PROVIDED BY THE PUGET SOUND LIDAR CONSORTIUM. 8. GEOTECHNICAL & SUBSURFACE INVESTIGATION - A GEOTECHNICAL REPORT WAS PREPARED BY ICICLE CREEK ENGINEERS, DATED 7/9/2004, FILE NO. ICE 0506-001. ADDITIONAL GEOTECHNICAL INFORMATION FOR THE EXISTING SHARED ACCESS DRIVEWAY WAS PROVIDED IN A REPORT PREPARED BY CREATIVE ENGINEERING OPTIONS INC., DATED MARCH 7,1991, JOB NO. 91-1138. 9. WORKMANSHIP & JOB SITE SAFETY - THE CONTRACTOR SHALL CONDUCT ALL WORK IN A SAFE MANNER AS REQUIRED BY ALL APPLICABLE CITY, COUNTY, STATE AND FEDERAL REGULATIONS. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION RENEW SERVICES RELATED TO THE CONTRACTORS SAFETY PRECAUTIONS, OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR THE CONTRACTOR'S EMPLOYEES OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. 10. PERMITS - THE CONTRACTOR SHALL OBTAIN ALL LOCAL, STATE AND FEDERAL PERMITS REQUIRED FOR THE WORK IN ADDMON TO THOSE OBTAINED BY THE OWNER. THE CONTRACTOR SHALL CONDUCT ALL WORK IN CONFORMANCE WITH THE VARIOUS LOCAL, STATE AND FEDERAL PERMITS AND APPROVALS REQUIRED FOR THE PROJECT. 11. DEMOLITION & DISPOSAL • THE REMOVAL AND DISPOSAL OF ALL FOUNDATIONS, STRUCTURES, PIPING, FENCES, AND OTHER OBSTRUCTIONS SHALL BE DONE IN ACCORDANCE WITH SECTION 2-02 OF THE STANDARD SPECIFICATIONS. 12. PROTECTION OF PROPERTY - THE CONTRACTOR SHALL PROTECT FROM DAMAGE OR DESTRUCTION PRIVATE AND PUBLIC PROPERTY ON OR IN THE VICINITY OF THE WORK THAT IS NOT SCHEDULED FOR REPAIR, REPLACEMENT OR REMOVAL AND SHALL ENSURE THAT INTERFERENCE WITH THE USE OF SUCH PROPERTY IS MINIMIZED. 13. REMOVAL OF STRUCTURES & OBSTRUCTIONS - THE REMOVAL AND DISPOSAL OF ALL BUILDINGS, FOUNDATIONS, STRUCTURES, FENCES, AND OTHER OBSTRUCTIONS SHALL BE DONE IN ACCORDANCE WITH SECTION 2-02 OF THE APWAWSDOT STANDARD SPECIFICATIONS. ALL REMOVAL OF PAVEMENT, SIDEWALKS AND CURBS SHALL BE PERFORMED IN CONFORMANCE WITH SECTION 2-02.3(3) OF THE STANDARD SPECIFICATIONS. ASPHALT CONCRETE SHALL BE SAWCUT FOR A SMOOTH TRANSITION. CONCRETE PAVEMENT SHALL BE SAWCUT OR REPLACED TO AN EXISTING JOINT. 14. EXCAVATION & BACKFlLL - SAFE EXCAVATION & BACKFILL PRACTICES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO REGULATIONS ESTABLISHED BY PERTINENT STATE AND FEDERAL OCCUPATIONAL SAFETY AND HEALTH AGENCIES. THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN SAFETY SYSTEMS THAT MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT (RCW CHAPTER 49.17, INCLUDING WAC CHAPTER 296-155). EXCAVATIONS DEEPER THAN 4-FEET MUST BE SHORED, SHEETED, BRACED, SLOPED, OR SUPPORTED BY A MEANS OF SUFFICIENT STRENGTH TO PROTECT EMPLOYEES AND BE IN ACCORDANCE WTTH WAC 296-155, PART N. EXCAVATIONS DEEPER THAN 20-FEET MUST INCLUDE A PROTECTION SYSTEM DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED WITH THE STATE OF WASHINGTON IN ACCORDANCE WITH WAC 296-155-657. EXCAVATION MATERIALS ARE TO BE STORED AT LEAST 2-FEET FROM THE EDGE OF THE EXCAVATION OR TRENCH WHEN EMPLOYEES ARE WORKING IN THE EXCAVATION. RETAINING DEVICES MAY BE REQUIRED TO PREVENT THE MATERIAL FROM FALLING OR ROLLING INTO THE EXCAVATION. WHEN TRENCHES OR OTHER EXCAVATIONS ARE WITHIN 4-FEET OF PUBLIC PROPERTY, BARRICADES MUST BE SET UP FOR PUBLIC SAFETY, AND THE EXCAVATION MUST BE COVERED WHEN WORK IS NOT IN PROGRESS. 15. EXCAVATION AND SHORING - EXCAVATION AND SHORING SHALL BE DESIGNED BY THE CONTRACTOR REFER TO GENERAL NOTE 14 FOR EXCAVATION AND BACKFILL INFORMATION. 16. EXCAVATION SPOILS • CONTRACTOR SHALL COORDINATE WITH OWNER ON DISPOSAL OF EXCAVATION SPOILS. 17. DAMAGE DURING CONSTRUCTION -ANY EXISTING PUBUC IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED IN A MATTER TO BE APPROVED BY THE CITY OR APPROPRIATE UTILITY OWNER. IF ROADWAY PAVEMENT MUST BE BROKEN, THE TRANSPORTATION DEPARTMENT WILL REPAIR THE STREET AND BILL THE SIDE SEWER CONTRACTOR FOR THIS WORK A REGISTERED SIDE SEWER CONTRACTOR MAY RESTORE PARTS OF THE STREET AREA OTHER THAN THE ROADWAY SURFACE. DRAINAGE NOTES: 1. CATCH BASINS - CATCH BASINS SHALL BE WSDOT/APWA TYPE I, TYPE 2, OR NDS 12"X12' SQUARE CATCH BASINS, AS INDICATED ON THE PLANS. REFER TO THE NDS 12' SQUARE CATCH BASIN DETAIL SHT C6.0, FOR ADDITIONAL INSTALLATION REQUIREMENTS. ALL CATCH BASINS SHALL BE INSTALLED N ACCORDANCE WITH DIVISION 7-050F THE WSDOT/APWA STANDARD SPECIFICATIONS AND THE MANUFACTURER'S RECOMMENDATIONS. REFER TO THE PLANS FOR FRAME AND GRATE OR SOLID COVER REQUIREMENTS. SOME CATCH BASINS MAY BE INSTALLED WITH SPECIAL DECORATIVE GRATES. CONSULT WITH OWNER ON STYLE PREFERRED BEFORE ORDERING. ALL GRATES WITHIN TRAFFIC AREAS SHALL BE RATED FOR H-20 WHEEL LOADS. 2. STORM DRAIN PIPE - STORM DRAIN PIPE SHALL BE EITHER WATER -TIGHT JOINTED, POLYVINYL CHLORIDE (PVC) CONFORMING TO ASTM 3034, SDR 35 OR SCHEDULE 40 PVC, OR NON -REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-14 CLASS III, OR APPROVED EQUAL, EXCEPT AS SHOWN ON THE PLAN, AND NOTED HEREIN. STORM DRAIN PIPE THAT IS BELOW BUILDING SLABS SHALL BE SCHEDULE 80 PVC OR DUCTILE IRON. STORM DRAIN PIPE THAT IS LOCATED BELOW AN AREA WHICH WILL BE DRIVEN OVER, AND WHICH HAS LESS THAN TWO FEET OF COVER, SHALL BE CEMENT MORTAR LINED DUCTILE IRON PIPE CONFORMING TO ANSI A21-51, CLASS 50. STORM DRAIN PIPE WHICH PENETRATES FOUNDATION WALLS OR RETAINING WALL FOOTINGS SHALL BE INSTALLED WITH CAST IRON SLEEVES STORM DRAIN PIPE WHICH CROSSES UNDERNEATH BUILDING OR RETAINING WALL FOOTINGS SHALL BE INSTALLED IN DUCTILE IRON CASING AND GROUTED IN PLACE. STORM DRAIN PIPE SHALL BE INSTALLED IN CONFORMANCE WITH THE REQUIREMENTS OF SECTION 7-08 OF THE WSDOT/APWA STANDARD SPECIFICATIONS, EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY OF TUKWILA 3. HIGH DENSITY POLYETHYLENE (HOPE) STORM DRAIN PIPE -ALL HDPE PIPE SHALL BE EXTRA HIGH MOLECULAR WEIGHT, HIGH DENSITY POLYETHYLENE PE 3408, SDR 9, 200 PSI PIPE WITH MOLDED FITTINGS. ALL HDPE PIPE JOINTS SHALL BE BUTT WELDED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. MISCELLANEOUS FITTINGS SHALL BE MOLDED TYPE AND SHALL CONFORM TO THE PIPE MANUFACTURER'S RECOMMENDATIONS. ALL HDPE PIPE SHALL BE ASSEMBLED AND INSTALLED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. THE HDPE PIPE WILL BE ANCHORED AT THE UPSTREAM END AS SHOWN ON THE PLANS. IT SHALL BE PLACED IN THE EXISTING DITCH. THE HDPE PIPE SHALL BE PLACED ON A SMOOTH, UNIFORM BED. THE BED SHALL BE FREE OF LARGE ROCKS, CLUMPS, CLODS, AND PROJECTING STONES OR DEBRIS. 4. MANHOLE ANCHORS - MANHOLE ANCHORS SHALL BE USED TO SECURE THE UPSTREAM ENDS OF THE HDPE PIPE TO THE MANHOLES. MANHOLE ANCHORS SHALL CONSIST OF ONE (1) 6" HDPE FLANGED END, ONE (1) 6" HDPE WALL ANCHOR, ONE (1) 8' BLIND STEEL FLANGE, AND TWO (2) BACK-UP RINGS w/BOLTS. THE 8' STEEL BLIND FLANGE SHALL BE GROUTED TO THE INSIDE FACE OF THE MANHOLE. HDPE PIPE SHALL BE GROUTED IN PLACE. BACK-UP RINGS SHALL BE PLACED ON EITHER SIDE OF THE HDPE FLANGE END AND BOLTED TOGETHER. DRAINAGE NOTES: (CONT.) 5. PIPE ANCHORS • PIPE ANCHORS SHALL BE COMPOSED OF APPROXIMATELY FIVE (7) FEET OF #4 REBAR, WHICH SHALL BE BENT TO SR OVER THE PIPE RESTRICTING HORIZONTAL MOVEMENT. MAINTAIN A 1/2' CLEARANCE BETWEEN THE PIPE AND THE ANCHOR, TO ALLOW FOR PIPE CONTRACTION & EXPANSION. THE REBAR ANCHORS SHALL BE DRIVEN APPROXIMATELY 3 FEET INTO THE SLOPE. 6. GABION ENERGY DISSIPATER • THE GABION ENERY DISSIPATER SHALL CONSIST OF GABIONS AND GABION MATS FILLED WITH 3-6' DIAMETER ROCK. THE GABIONS AND GABION MATS SHALL CONFORM TO THE DIMENSIONS SPECIFIED ON THE PLANS. GABION MATS SHALL BE LAIN ACROSS THE SLOPE SUCH THAT THE INTERNAL WIRE MESH CELL DIVIDERS RUN ACROSS THE SLOPE. THE LOCATION OF THE GABION ENERY DISSIPATER SHALL BE COMPACTED AND COVERED WITH FILTER FABRIC BEFORE PLACING THE GABION STRUCTURES. ANCHORS TO TIE THE GABIONS TO THE SLOPE SHALL BE ADDED IF NECESSARY TO KEEP THE GABIONS AND GABION MATS IN PLACE. 7. INFILTRATION TRENCH THE INFILTRATION TRENCH SHALL BE A MINIMUM OF 36-INCHES DEEP AND 24-INCH ES WIDE. PERFORATED PIPE SHALL BE INSTALLED AT A MINIMUM OF 2% SLOPE WITH AT LEAST 6" OF ROCK FILL MATERIAL ON ALL SIDES. ROCK FILL MATERIAL SHALL CONSIST OF 1-1T2' T03/4' WASHED ROCK. 8. PERFORATED PIPE -ALL PERFORATED DRAIN PIPE SHALL BE RIGID PERFORATED POLYVINYL CHLORIDE (PVC) UNDER DRAIN PIPE CONFORMING TO THE REQUIREMENTS OF DIVISION 9-05.2(6) OF THE STANDARD SPECIFICATIONS, OR APPROVED EQUAL, AND SHALL BE INSTALLED IN CONFORMANCE WITH THE UNDER DRAIN REQUIREMENTS OF THE STANDARD SPECIFICATIONS. 9. FILTER FABRIC - FILTER FABRIC SHALL BE MIRAFI 140N OR APPROVED EQUAL. 10. DOWNSPOUTS • DOWNSPOUTS SHALL BE TIGHT -LINED TO THE DRAINAGE SYSTEM AS SHOWN COI THE PLAN. DOWNSPOUTS SHALL NOT BE CONNECTED TO FOOTING DRAINS. 11. FOOTING AND WALL DRAINS - FOOTING DRAINS AND WALL DRAINS SHALL BE DESIGNED BY OTHERS. THESE DRAINS SHALL BE TIGHTLINED TO THE DRAINAGE SYSTEM. 12. CLEAN -OUTS - CLEAN -OUTS SHALL BE PROVIDED IN BUILDING DRAINS AT ENDS, BENDS (45 DEGREES MAXIMUM, PER BEND) AND AT 100 FEET MAXIMUM INTERVALS. CLEAN -OUTS IN PAVED AREAS SHALL BE PER WSDOTIAPWA STANDARD PLAN NO. B-18b. REFER TO THE DETAIL ON THIS SHEET FOR CLEAN -OUTS INSTALLED IN LANDSCAPED AREAS. 13. PIPE TRENCH & BEDDNG-ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF WSDOTIAPWA SPECIFICATION 7-04.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR 'GRAVEL BACKFILL FOR PIPE BEDDING' THE FIRST LIFT OF PIPE BEDDING MAY BE OMRTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR FEET OR GREATER IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. 14. GRAVEL BACKFILL FOR DRAINS - GRAVEL BACKFILL FOR DRAINS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.12(4). 15. TRENCH BACKFILL • TRENCH BACKFILL FOR STORM DRAIN PIPE SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY, IN ACCORDANCE WITH SECTION 7-04.3(31 OF THE WSDOT/APWA STANDARD SPECIFICATIONS. BACKFILL OF TRENCHES SHALL BE PER SECTION 9-03.12(3) OF THE WSDOT/APWA STANDARD SPECIFICATIONS. 16. TRENCH SURFACE RESTORATION - THE GROUND SURFACES OF ALL TRENCHES IN THE PUBLIC RIGHT-OF-WAY OR ON OFFSITE PROPERTIES SHALL BE RESTORED TO THEIR ORIGINAL CONDITION IN CONFORMANCE WITH THE REQUIREMENTS OF THE CITY OF TUKWILA. 17. CLEANING & TESTING • CLEANING & TESTING OF THE STORM DRAIN SYSTEM SHALL BE PERFORMED IN CONFORMANCE WITH SECTIONS 7-04 AND 7-07 OF THE STANDARD SPECIFICATIONS, EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY OF TUKWILA THE STORM DRAIN SYSTEM SHALL BE CLEANED OF ALL DIRT, ROCK AND DEBRIS PRIOR TO FINAL ACCEPTANCE OF THE WORK. GRADING AND PAVING NOTES: 1. CLEARING, GRUBBING & DEMOLITION - ALL CLEARING, GRUBBING AND DEMOLITION SHALL BE PERFORMED IN CONFORMANCE TO THE REQUIREMENTS OF THE APPLICABLE SECTIONS OF THE STANDARD SPECIFICATIONS AND THE CURRENT EDITION OF THE UNIFORM BUILDING CODE. THE STRIPPED DEBRIS SHALL NOT BE MIXED WITH MATERIALS TO BE USED AS STRUCTURAL FILL. 2. GRADING • FINAL SITE GRADING MUST DIRECT DRAINAGE AWAY FROM ALL BUILDING STRUCTURES AT A MINIMUM OF TWO (2) PERCENT SLOPE, PER THE UNIFORM BUILDING CODE. ALL PARKING AND DRIVE AREAS SHALL HAVE POSITIVE DRAINAGE TO THE COLLECTION/CONVEYANCE SYSTEM ATTWO PERCENT MINIMUM SLOPE. PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT. 3. MATCHING EXISTING PAVEMENTS & STRUCTURES • THE CONTRACTOR SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES, AND ELEVATIONS OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO INTERFACE WITH NEW WORK. PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK INCLUDING MATERIALS AS NECESSARY TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND THE CITY OF TUKWILA, COMPLETE IN PLACE AND READY TO USE. 4. REMOVAL OF PAVEMENT - ALL REMOVAL OF PAVEMENT SHALL BE PERFORMED IN CONFORMANCE WITH SECTION 2-023(3) OF THE STANDARD SPECIFICATIONS. ASPHALT CONCRETE SHALL BE SAWCUT FOR A SMOOTH TRANSITION. 5. CUT& FILL SLOPES- NO FINAL CUT OR FILL SLOPE SHALL EXCEED SLOPES OF TWO(2) HORIZONTAL TO ONE (1) VERTICAL WITHOUT STABILIZATION BY AN ENGINEERED EARTH RETAINING STRUCTURE. 6. MINIMUM SLOPE- ALL PARKING AND DRIVEWAY AREAS SHALL HAVE POSITIVE DRAINAGE TO THE COLLECTION/CONVEYANCE SYSTEM AT TWO (2) PERCENT MINIMUM SLOPE. PLAN DETAILS SHALL NOTSUPERCEDE THIS REQUIREMENT. 7. COMPACTION - NEW PAVEMENT, AND SUBGRADE AREAS SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 6 INCHES, PRE•ROLLED, AND COMPACTED WITH A ROLLER OR OTHER SUITABLE HEAVY EQUIPMENT TO A FIRM AND NON -YIELDING CONDITION, IN ORDER TO ACHIEVE A MINIMUM COMPACTION LEVEL OF AT LEAST 95 PERCENT OF THE SOILS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST DESIGNATION D-1557 (MODIFIED PROCTOR) FOR THAT MATERIAL. PRE -ROLLING AND COMPACTION SHOULD BE DONE WHEN THE SOILS MOISTURE CONTENT 15 WITHIN THREE PERCENT OF ITS OPTIMUM, AS DETERMINED BY THIS ASTM STANDARD. ANY SOFT, WET, OR SIGNIFICANTLY ORGANIC AREAS DISCLOSED BY PRE -ROLLING SHOULD BE OVER EXCAVATED AS NECESSARY TO REVEAL FIRM, NON -ORGANIC SOILS, AND BACKFILLEO WITH STRUCTURAL FILL. UTILITY TRENCHES SHALL BE COMPACTED TO AT LEAST 90 PERCENT OF THE SOILS MAXIMUM DRY DENSITY, EXCEPT THE TOP TWO (2) FEET WHICH SHALL BE COMPACTED TO 95 PERCENT. REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 8. STRUCTURAL FILL - ALL STRUCTURAL FILL SHALL BE FREE OF ORGANIC MATERIAL, DEBRIS, AND OTHER DELETERIOUS MATERIALS. THE INDIVIDUAL PARTICLE SIZE OF THE SOILS USED FOR STRUCTURAL FILL SHALL BE LESS THAN 4 INCHES IN DIAMETER WITH NO MORE THAN 5 PERCENT FINES PASSING THE NO. 200 SIEVE, BASED ON THE MINUS 314 FRACTION. STRUCTURAL FILL SHOULD BE UNIFORMLY COMPACTED IN HORIZONTAL LIFTS TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY (MOD) DETERMINED IN ACCORDANCE WITH ASTM D-1557 (MODIFIED PROCTOR). UTILITY TRENCH BACKFILL SHOULD BE COMPACTED TO AT LEAST 90 PERCENT OF THE MDD UP TO WITHIN THE UPPER 2 FEET; THE UPPER 2 FEET SHALL BE COMPACTED TO AT LEAST 95 PERCENT. THE LIFT THICKNESS USED DURING PLACEMENT AND COMPACTION WILL DEPEND ON THE MOISTURE AND GRADATION CHARACTERISTICS OF THE SOIL AND THE TYPE OF EQUIPMENT BEING USED. LIFTTHICKNESS SHOULD NOT EXCEED 8 INCHES IN LOOSE THICKNESS. REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 9. ASPHALT CONCRETE PAVEMENT - ASPHALT CONCRETE PAVEMENT SHALL BE CLASS B ASPHALT CONCRETE AND SHALL BE IN CONFORMANCE WITH SECTION 5-04OFTHE WSDOT(APWASTANDARDS. REFER TO THE PLANS FOR TYPICAL PAVEMENT SECTIONS. 10. PERVIOUS PAVERS - ALL PERVIOUS PAVERS SHALL BE ECO-STONE PAVERS AS MANUFACTURED BY MUTUAL MATERIALS OR EQUAL. ALL PERVIOUS PAVERS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S SPECIFICATIONS. AN IMPERMEABLE PLATE OR LINER SHALL BE INSTALLED VERTICALLY AT ALL INTERSECTIONS OF PERVIOUS PAVERS AND ASPHALT PAVEMENT UNLESS THE PERVIOUS PAVERS ARE DOWNSLOPE FROM THE ASPHALT PAVEMENT. SEE DETAIL SHT C6.0. 11. GRASSCRETE PAVEMENT- ALL GRASSCRETE PAVEMENT SHALL BE GRASSPAVE2 PAVERS AS MANUFACTURED BY INVISIBLE STRUCTURES INC. OR EQUAL. ALL GRASSCRETE PAVERS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S SPECIFICATIONS. AN IMPERMEABLE PLATE OR LINER SHALL BE INSTALLED VERTICALLY AT ALL INTERSECTIONS OF GRASSCRETEAND ASPHALT PAVEMENT UNLESS THE GRASSCRETE IS DOWNSLOPE FROM THE ASPHALT. SEE DETAIL SHT C6.0. 12 CRUSHED ROCK BASE- CRUSHED ROCK BASE SHALL CONFORM TO THE REQUIREMENTS OF SECTION9-03.9(3)OFTHE WSDOTIAPWA STANDARD SPECIFICATIONS. 13. CONCRETE WORK - ALL CONCRETE WORK SHALL CONFORM TO SECTION 6-02 OF THE STANDARD SPECIFICATIONS. 14. RETAINING WALLS - RETAINING WALLS SHALL BE KEYSTONE RETAINING WALLS AS MANUFACTURED BY ALLAN BLOCK CORP. OR EQUAL. THE KEYSTONE BLOCKS SHALL HAVE A SETBACK OF 12 DEGREES AND SHALL BE CONSTRUCTED TO WITHSTAND H-20 WHEEL LOADING PER THE MANUFACTURER'S SPECIFICATIONS. ALL RETAINING WALLS SHALL BE A MAXIMUM OF 4 FEET IN HEIGHT, (BOTTOM OF FOOTING TO TOP OF WALL). RETAINING WALLS SHALL CONFORM TO SECTION 6-02.3(22) OF THE WSDOT/APWA STANDARD SPECIFICATIONS. 15. UNSUITABLE SOILS - ORGANIC TOPSOILS ARE NOT SUITABLE FOR USE AS STRUCTURAL FILL, BUT MAY BE USED FOR LIMITED DEPTHS IN NONSTRUCTURAL AREAS OR FOR LANDSCAPING PURPOSES. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR MORE DETAILED INFORMATION. 16. ADJUST UDS TO MATCH FINAL GRADES - IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO MATCH ALL MANHOLE, CLEAN -OUT AND VAULT LIDS TO MATCH FINAL PAVEMENT ELEVATIONS IN ALL ROADWAYS AND SIDEWALKS. TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES: 1. SCHEDULE - ALL REQUIRED SEDIMENTATIONIEROSION CONTROL Noun ES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY LAND CLEARING AND/OR OTHER CONSTRUCTION TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DOWNSTREAM DRAINAGE SYSTEM. ALL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE MAINTAINED IN ASATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND POTENTIAL FOR ONSITE EROSION HAS PASSED. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO EROSION/SEDIMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 2. MINIMUM REQUIREMENTS - THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THESE DRAWINGS ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE CONTRACTOR SHOULD ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO INSURE COMPLETE SILTATION CONTROL ON THE SITE. 3. NEW CONDITIONS - DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HISACTMTIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER DUALITY OF THE RECEIVING DRAINAGE SYSTEM. 4. INSPECTIONS BY CONTRACTOR • THE TEMPORARY EROSION CONTROL FACIUTIES SHALL BE INSPECTED BY THE CONTRACTOR DAILY AND AT THE END OF EVERY RAINFALL, AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING UNTIL ALL CONSTRUCTION IS APPROVED AND THE SITE HAS STABILIZED. 5. STABILIZATION OF DISTURBED AREAS -ALL EXPOSED AND UNWORKED SOILS SHALL BE STABILIZED WITH MULCHING, GRASS PLANTING, PLASTIC COVERING OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE EXPOSED SOIL CONDITIONS AND THE TIME OF YEAR IN QUESTION FROM OCTOBER 1 TO APRIL 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 7 DAYS. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THRU SEPTEMBER INCLUSIVE SEEDING MAY PROCEED OUTSIDE THE SPECIFIED TIME PERIOD WHENEVER IT IS IN THE INTEREST OF THE CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT AS APPROVED BY THE CITY. CONTRACTOR SHALL PROTECT STOCKPILES AND STEEP CUT & FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS AND STOCKPILE ONSITE ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30), AND MULCH ALL SEEDED AREAS. 6. CONSTRUCTION ENTRANCE - THE CONTRACTOR SHALL CONSTRUCT A TEMPORARY CONSTRUCTION ENTRANCE IN CONFORMANCE WITH THE DETAIL ON SHEET C6.0. MATERIAL SHALL BE QUARRY SPALLS, 4 INCHES T08 INCHES IN SIZE. THE ROCK PAD SHALL BE AT LEAST 12 INCHES THICK. THE CONSTRUCTION ENTRANCE SHALL BE MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. CONSTRUCTION EQUIPMENT SHALL BE CLEANED OF ALL DIRT AND DEBRIS BEFORE ENTERING THE PUBUC STREET. 7. FILTER FABRIC FENCE - FILTER FABRIC FENCES SHALL BE CONSTRUCTED ALONG THE DOWNSLOPE EDGES OF THE CONSTRUCTION SITE AND SHALL BE MAINTAINED BY THE CONTRACTOR UNTIL CONSTRUCTION IS COMPLETE AND THE SITE HAS STABILIZED. REGULAR INSPECTIONS SHALL BE MADE TO ENSURE THAT THE FENCE IS FUNCTIONING PROPERLY AND ADDITIONAL INSPECTIONS SHALL BE MADE AFTER EACH LARGE RUNOFF PRODUCING STORM AND DURING PROLONGED RAINFALL PERIODS. TRAPPED SEDIMENT SHALL BE REMOVED WHEN IT REACHES APPROXIMATELY ONE THIRD THE HEIGHT OF THE FENCE. THE WASHED GRAVEL BACKFILL SHALL BE REPLACED AND THE FILTER FABRIC CLEANED IF IT IS NONFUNCTIONAL BY EXCESSIVE SILT ACCUMULATION. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 30 INCHES, WHERE POSSIBLE. FILTER FABRIC JOINTS SHALL BE MADE ONLY ATASUPPORT POST, WITH A 6 INCH MINIMUM OVERLAP, WITH BOTH ENDS SECURELY FASTENED TO THE POST. 8. STORM DRAIN INLET PROTECTION - ANY CATCH BASINS, INLETS, OR TRENCH DRAINS COLLECTING RUNOFF FROM THE SITE, WHETHER THEY ARE ON OR OFF THE SITE, SHALL HAVE STORM DRAIN INLET PROTECTION PER THE CATCH BASIN INSERT DETAIL SHOWN ON SHEET C5.0. INSERTS SHALL BE MAINTAINED BY THE CONTRACTOR UNTIL SUCH TIME THAT ALL CONSTRUCTION IS APPROVED AND THE SITE HAS BEEN STABILIZED. 9. TRIANGULAR SILT DIKE (GEOTEXTILE ENCASED CHECK DAM) - THE TRIANGULAR SILT DIKE SHALL BE PER SECTION 0.3.3.4 OF THE KING COUNTY SURFACE WATER DESIGN MANUAL. THE SILT DIKES SHALL BE INSTALLED WITHIN THE TEMPORARY INTERCEPTOR SWALES AS SHOWN ON THE PLANS AND AT A MINIMUM SPACING OF 1 EVERY 20 FEET ON SLOPES GREATER THAN 10%. EACH END OF THE SILT DIKE SHALL BE BURIED SUCH THAT WATER CANNOT PASS AROUND THE DIKE. 10. STRAW MULCH - WHERE STRAW MULCH IS REQUIRED FOR TEMPORARY EROSION CONTROL, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2-INCHES. 11. SEEDING - WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (EXAMPLE: ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY BO POUNDS PER ACRE). 12. HYDROSEED - WHERE HYDROSEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, A SEED -MULCH -FERTILIZER MIXTURE SHALL BE USED AS RECOMMENDED BY THE SUPPLIER AND APPROVED BY THE DEPARTMENT OF NATURAL RESOURCES. THE FOLLOWING ARE RECOMMENDED SEED SLURRY PROPORTIONS: SEED MIX: 150 LBS/ACRE 10-10-6 FERTILIZER: 650 LBS/ACRE SILVA-FIBRE: 1500 LBS/ACRE 13. TEM POFIARY STCCKPILES - TEMPORARY STOCKPILES SHAU.BE STABILIZED WITH MULCHING, GRASS PLANTING, POLYETHYLENE SHEETING, OR OTHER APPROVED MEASURES. THE TOE OF ALL STOCKPILES SHALL HAVE A FILTER FABRIC FENCE TO PROTECT ADJACENT PROPERTIES FROM SEDIMENTATION AND EROSION AND THE WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. STOCKPILE SIDE SLOPES SHALL NOT EXCEED 2H:1V SLOPE. 14. SEDIMENT ACCUMULATION -AT NO TIME SHALL MORE THAN 1 FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN ANY CATCH BASIN. DRAINAGE CHANNELS SHALL BE f' FANED IF SILTACCUP4JLATION EXCEEDS ONE QUARTER DEPTH. FILTER FABRIC FENCES AND STRAW BALE BARRIERS SHALL BE CLEANED IF SILT ACCUMULATIONS REACH APPROXIMATELY ONE THIRD THE HEIGHT OF THE FENCE OR BARRIER. CLEANING OPERATIONS SHALL NOT ALLOW SEDIMENT LADEN RUNOFF TO ENTER THE DOWNSTREAM DRAINAGE SYSTEM. ACCUMULATED SEDIMENTS SHALL BE DISPOSED OF IN A MANNER APPROVED BY THE CRY OF TUKWILA. 15. OFF -SITE STREETS - OFF -SITE STREETS MUST BE KEPT CLEAN AT ALL TIMES. IF DIRT IS DEPOSITED ON THE PUBLIC STREET SYSTEM, THE STREET SHALL BE IMMEDIATELY CLEANED WITH POWER SWEEPER OR OTHER EQUIPMENT. ALL VEHICLES SHALL LEAVE THE SITE BY WAY OF THE CONSTRUCTION ENTRANCE AND SHALL BE CLEANED OF ALL DIRT THAT WOULD BE DEPOSITED ON THE PUBLIC STREETS 16. ADJACENT PROPERTIES. ALL PROPERTIES ADJACENT TO THE PROJECT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION AND RUNOFF. 17. FLUSHING CONCRETE BY-PRODUCTS - DO NOT FLUSH CONCRETE BY-PRODUCTS OR TRUCKS EITHER NEAR OR INTO NATURAL OR CONSTRUCTED STORM DRAINAGE SYSTEMS. IF EXPOSED AGGREGATE IS FLUSHED INTO THE STORM DRAINAGE SYSTEM, IT COULD MEAN RECLEANING THE ENTIRE DOWNSTREAM SYSTEM, OR POSSIBLY RELAYING THE STORM LINE. CONSTRUCTION SEQUENCE: 1. HOLD AN ONSITE PRE -CONSTRUCTION MEETING. 2. FLAG OR FENCE CLEARING LIMITS. 3. INSTALL CATCH BASIN PROTECTION, IF REQUIRED. 4. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.) 5. INSTALL THE GABION ENERGY DISSIPATER, CBI AND THE OVELAND PIPE AS SHOWN ON SHEETS C2.0 & C5.0. 6. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH PROJECT DEVELOPMENT. SURFACE WATER CONTROLS SHALL DIRECT ALL CONSTRUCTION SITE RUNOFF TO THE EROSION CONTROL MEASURES. 7. MAINTAIN TESC MEASURES IN ACCORDANCE WITH CITY STANDARDS AND MANUFACTURERS RECOMMENDATIONS. 8. RELOCATE SURFACE WATER CONTROLS AND/OR TESC MEASURES, OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE, THE TESC IS ALWAYS IN ACCORDANCE WITH THE CITY OF TUKWILA TEMPORARY EROSION AND SEDIMENTATION CONTROL REQUIREMENTS. 9. COVER ALL AREAS THAT WILL BE UN -WORKED FOR MORE THAN TWO DAYS DURING THE WET SEASON (OCT.1 TO APRIL 30) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1 TO SEPT. 30) WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUNALENT. 10. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. 11. SEED OR SOD ANY AREAS TO REMAIN UN -WORKED FOR MORE THAN 30 DAYS. 12. UPON COMPLETION OF THE PROJECT, STABIUZE ALL DISTURBED AREAS AND REMOVE TESC MEASURES AS APPROPRIATE. D14-0259 HAS:iI JP! TuierN RECEIVED CITY OF TUKWILA MAR 2 0 20i7 PERMIT CENTER A COFFMAN N G I N E E R S 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity 1 results I relationships McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA TUKWILA RESIDENCES Revisions 1 03/15/17 REVISE HOUSE B LOCATION Registration Key Plan Sheet Title NOTES AND SPECIFICATIONS Scale: 1 = 10 CEI Project No: 150509 Date: 06/08/ 1 6 Designed: GMM Drown: GMM Checked: Sheet Number C7 242ID' 2 EXIST. GRADE 2420 t EXI57. GRADE 1 __ .... .._i_ L_ —_ — _' _. '.'.. ___J L WEST ELEVATION SCALE : 1/4' = 1' 0' ib l4 I III _ Illlli\ — . ENTRY LEVEL } IIk =_ =1 --a I i ■ a fhlAllC \II'Itll 1 41 Waal ai."M=M � !�� J 242.0' ± EXIST. GRADE 221-B' !FIELD VERIFY) 0 a ✓ 3' -\ 0- F ao TAP WINDOW HEAD FINISHED FLOOR TAP. WNDOW HEAD ;A FINISHED FLOOR 4 top. 12 FNISHED FLOOR MID POINT OF HIGHEST ROOF TAP. a ENTRY PORCH MDA. TRIM 246' ± EXIST. GRADE a STONE VENEER TAP. WINDOW HEAD 0 r 12 TAP. IUNDOIU HEAD ,I TAP. 9 ENTRY PORCH 2 X 10 R/S TRIM BD. W/ 26 GA G1. FLASHING FINISHED FLOOR STONE VENEER — s 235.0 t EXIST. GRADE Nur ,-rr• SOUTH ELEVATION O TAP. ROOKERY GARAGE SLAB r• J I J NORTH ELEVATION SCALE : 1/4' icusranyifi maaa hK !QSiQBEALEGRl/ D1 4-0259 EAST ELEVATION SCALE : I/4' • I'-O' 2420 s EXIST. GRADE OPYf2G ROOFING MATERIAL (SEE ROOF PLAN) G. I. GUTTER ON 2 X S FASCIA CNJ DOWNSPOUTS (SEE ROOF FLAN) 5/4 X CEDAR CARVER 505. HORIZONTAL LAP SIDING THE TYPE CF EXTERIOR FINISH. THE INSTALLATION AND THE WATERPROOFING DETAILS ARE ALL TO BE THE WLL RESPONSIBILITY CF THE OUNER/BLDR THIS DESIGNER A55ttIES NO RESPON501LITY FOR THE INTEGRITY CF THE PA nes ENVELOFE TAP. REC. RM. r i6 I al ❑ ':.r,:b ng ❑ Ccs Piping C::/:1 Nochancs<7 shFq f.r% tho c.^llnr of N.f.q ir; (st c L C. " 12 FILET Cory BUILDING DIVISION CEIVED TUKWILA 20 2017 CENTER ON a SPONSIBILITY ALL EXTERIOR W6 ALAN + ORD DESIGN ASSO lATES, NC. 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LISTED DIRECT GAS FIREPLACE AIR VENT J HEARTH INSTALLED SPECS/CODE III VENT W/ COMB. - 20' FLUSH PER v .; 7 es '9 L 11 2X12RRJSTB.•160A.ei L-2X12 I60L. ig y E RI • DINI10/2 i (9'CLG) } itt fki es X �NG si?mm L 16flcfllencl 3 8' COPYRIGHT yy 100313 FLR Iglil M.i Qp4 5 JOTS. al ��,I NO gIt hr xM1 I.:o. l:, 1';, t.',,.' E 4' y 5-8' y 2'-8' X •—.— . 9— — "Re 1 T3 so y I tNIS STAMP MUS h PIG1R !1: I IFORJINISiOUERLJ1wi� f ':? I MECH. '- yp u 1 I �U II_ X 10 EM - CHASE " :-. PANTRY C�„� i -1 . 11 HI7 I '0 hid �II _ ____ —.—.—.—.—. �.A- `1 r 9; - Air 21& DF.J. 1I p :.. I •WOJC:, Aril ! ,oa—'—'—'—'-� _ RAJZaE 4. -th- (2) 2'X T) I X F eof / 9 rTs�..-T^,I / T' �Ja _ it.I HOOD 9 r I _ • :: z. pd. 6> KITCHEN / FAMILY g 160.C.■ m \ —• —•— * .1 19/0 X 14/4 • BAY X Id 4 h -6 ?. T 2 X R FLR JSTS.• 16 oz. -ca l-30 S.C. C/ .r tl i It♦ a MI-4 X 0 BM (FLUSHI MIN)} (2) 2 X 12 - JrAi1554iVAA•l L•. i0i45•i 714 Tw: itV84VLVlllll.SV AMA ---Gi'Ae" _ 9 i0 ` \ \ Iii T. _ \ .. .1 8' HIGH FR DR. W/ (2)� �cp \ \ ■ 0 0 •■ X a 12' S1DELITES (TEMP) a - .... (3)4A0 X 6/0 SR - (30' V) W/ U6 X 6/0 7 € � m '{ v a I€ 9 in m SA (30' v) EA. END. Q' 2X6 C.J. • 24' OL. & 2X6C.J. •24OC. m 4„ISa '. — .� r D14-0259 l • 4'-3' 16 -6 4, 12' / 4'-3' 8'-6. 28'-0' MAIN FLOOR PLAN SCALE : 1/4' r I'-0 REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION r r LEGEND —•- RECESSED INCANDESCENT RECESSED DIRECTIONAL INCANDESCENT FIXTURE (]o( WALL MOUNTED "'Jr' INCANDESCENT Y SURFACE MOUNTED INCANDESCENT I—rl SURFACE MOUNTED FLUORESCENT ® RECESSED EXHAUST FAN VENTED TO THE EXTERIOR 'CASABLANCA' TYPE CEILN'a FM I=' DUPLEX OUTLET CEILING MOUNTED DUPLEX OUTLET. se 220V CUTLET FLUSH FLOOR MOWEDa OUTLET (VERIFY LOC.) Ai TELEPHONE OUTLET C DATA OUTLET [i TELEVISION OUTLET F SPEAKER LOCATION SMOKE / CO DETECTOR (SEE © 'GENERAL NOTES' FOR OTHER SPECS) • BEARING POINT LOCATION (PROVIDE SOLID BEAR'G - MIN. CF MEMBER WIDTH UNA) III POINT LOAD FROM ABOVE ni 4 X 4 POST FROM ROOF HIP, ."f VALLEY OR RIDGE DOUN TO ®BEARNG POINT ON WALL BELOW I' (MAX. OF 45' FROM VERT.) 11 rBEARNG 11A DROPPED STTRUCT. MEMBER BEARING WALL StppoRTING STRUCTURE ABOVE 4 X 10 MDR • BEARING WALL NT. DOOR 1 OPENINGS W/ MIN (2) 2 X SUPPORT EA END (UNA./ 11 S—Fl.RLGND 09/11/12 ENERGY ENVELOPE KEY WALL/FLRJCLG. INSUL. FOUNDATION NSUL. (SEE SHEET 'G' FOR INSULATION VALUES) C.O. PET LOCATION CARBON MONOXIDE ALARMS SHALL BE LOCATED N EA BEDROOM OR UATHN 15 FEET OUTSIDE OF EA BEDROOM DOOR, AT EVERY FLOOR LEVEL W/ BEDROOMIS (SEE SHEET 'G' FOR ADM INFO) RECEIVED ' CITY OF TUKWILA MAR 2 0 2017 HERMIT CENTER COPYRIGHT © 2006 ALAN MASCORD DESIGN ASSOCIATES, NC. 219 TA-2-MCCARTERL OTT DRAWN 00/08/06 TJH REV 09/19/16 HLL REV 06/10/14 RJV Sus 2197 2 LEGEND COL (SEE PLAN) SLOPE 14/FT MIN z 1.4 Te DETAIL SCALE 3/4' • 1'-0' • RAISED HEEL TRUSSES AS NECESSARY TO MEET ENERGY CODE (SEE GENERAL NOTES) FR EZE BD (SEE ELEV) 1!!!!'eie 9teleee •_:awe%te%v%ewe '4 CONT. 1' MIN. EMBED '4 VERT • 48' OC. MAX ALT BEND m (2) 641 BARS CONT. T 4B U$ERE FOOTING SUPPORTS STRUCTURE, DEPTH TO BE MIN. 18' BELOW FIN. GRADE. ROOFING MATERIAL (SEE ROOF PLAN) 30' FELT EA. COURSE 1/' RATED 54THm INDEX 32/16 ROOF TRUSSES -SEE PLAN (OR 2 X RAFTERS 4 CLG. JSTS) B•OUN-IN INSUL (SEE GEN. NOTES) %' GYPSUM 60. CEILING INSUL. BAFFLE • EAVE VENTS 2 X SOLID BLKG. SCREENED VENTS (SEE ROOF FLAN) ' SIMPSON' 110A SEISMIC CLIPS • EA RAFTER 4 INTO BLKG ' OPTIONAL' SOFFIT l ' 'ACX' PLYILD W/ 1' CONT. SCRN'D VENT G.I. GUTTER ON 2 X 8 FASCIA EXTERIOR FNISH (SEE ELEV) 15' BLDG. PAPER (OR TYVEK) PROVIDE MIN H,' GAP STUN EXT FN 4 WATER RESISTIVE BARRIER OR PROVIDE 'ENHANCED' WRB 1/2' RATED SHEATHNG 2 X 6 STUDS 16' OC. BATT INSUL (SEE GEN. NOTES) 1/2' GYPSUM BD. 2 X RIM JOIST BATT INSULATION (SEE WALL INSULATION SPEC ABOVE FLOOR FINISH 3/i' CDX PLYWOOD SUEFLOOR 2 X FLR JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) (OVER UNHEATED SPACES) 19' GYPSUM BD. CEILING 2 X RIM JOIST BATT NSULATION (SEE WALL INSULATION SPEC ABOVE FLOOR FINISH 3/' CONCRETE SLAB (OPT. 6 X 6 10/10 MM.) R-15 EXTRUDED POLYSTYRENE INSUL EXTEND 24 FROM EXT WALL 6 MIL POLY VAPOR BARRIER 4' COMPACTED GRANULAR FILL in M z n 2 X 6 P.T. MUDSILL WITH 6•' 1 AB. • 48' OC. W/ 51MP5ON 15P-3' ERG. E OR APPRVD EQ. (MN. OF 2 PER PLATE 4 W/N 12' OF ANY CORNER) (—RECa'FDJDED FDTN DIMS. 2014 GR&.C. 'A' 'B' 'C' I STORY: 15' 1' 8' 2 STORY: 15' 1' 8' 3 STORY: 18' 8' 10' 2012IRL. •4• •B• •C• I STORY: 15' 1' 8' 2 STORY: 15' 1' 8' 3 STORY: 23' 8' 10' * SEE OPT SHEET 'L' FOR OTHER CONDITIONS THAT MAY APPLY. 4' 1 PERFORATED DRAIN TILE (TYP. WERE REQ'01 TYP. WALL SECTION YAI E : 3/4' • 1'-0' city. 01/00/15 39690900 1 1b'' ANCHOR BOLTS AT 4'-0' 0C. TYP. DETAIL 3V1' CONC. SLAB ON 6 MIL MOISTURE BARRIER CN 4' GRANULAR FILL 04 BARS CONT. W/ (24' MIN. LAP) SCALE : 3/4' • 1'-0' L ISASETHIG PROVIDE AT LEAST ONE EMERGENCY ESCAPE/RESCUE OPENING AT BASEMENT WHERE REQUIRED BY CODE (SEC R310). •ONLY REQ'D • EMERGENCY ESCAPE/RESCUE OPENINGS. • (FIN, FLR. TO SILL 36' MIN* FOR ACCESS FLUSH 4X LINTEL EQUAL TO JOIST DEPTH (SEE PLAN) BASEMENT SASH • (EGRESSIBLE) OPTIONAL OPERABLE SAFETY GRATE •(MUST BE EASILY RELEASABLE OR REMOVABLE FROM INSIDE PER R310.4) PRE -MANUFACTURED WINDOW WELL SYSTEM • (MN. 36'x36' CLEAR INSIDE DIM. 4 9 5Q. FT. PER R3102) • PROVIDE ESCAPE LADDER WHERE HGT. FROM IUELL FLOOR TO GRADE EXCEEDS 44' BSMT. WALL (SEE TYP. WALL SECTION) CRUSHED ROCK PROVIDE ADEQUATE DRAINAGE WINDOW WELL DETAIL N.T.S. D14-0259 WDWWELL FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring stmcturul (engineered) fill shall comply with recommendations .Is outlined in the geotechnicat report. Prior to requesting a footing inspection. the Geotech engineer of record shall verify the soils condition and provide an inspection noon 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. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of powej panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may he required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of' the building nearest the property line and not necessarily measured from the exterior foundation. ENERGY ENVELOPE KEY WALL/FLRJCLG. INSUL. FOUNDATION INSUL. (SEE SHEET 'G' FOR INSULATION VALUES) C.O. PET LOCATION 7 CARBON MONOXIDE ALARMS SHALL BE LOCATED IN EA. BEDR001 OR WITHIN 15 FEET OUTSIDE OF EA. BEDRSOOM DOOR AT EVERY FLOOR LEVEL W/ BEDROOMS (SEE SHEET 'G' FOR ADD'L INFO) 4- RECESSED INCANDESCENT RECESSED DIRECTIONAL INCANDESCENT FIXTURE WALL MOUNTED INCANDESCENT J, SURFACE MOUNTED Y INCANDESCENT SURFACE MOUNTED FLUORESCENT RECESSED EXHAUST FAN VENTED TO THE EXTERIOR 'CASABLANCA' TYPE CEILING FM DUPLEX OUTLET CEILING MOUNTED DUPLEX OUTLET 720V OUTLET RUSH FLOOR MOUNTED OUTLET (VERIFY LOC) TELEPHONE OUTLET DATA OUTLET TELEVISION OUTLET SPEAKER LOCATION SMOKE / CO DETECTOR (SEE © 'GENERAL NOTES' FOR OTHER SPECS) 111 1❑ POINT LOAD FROM ABOVE Ai BEARNG POINT LOCATION (PROVIDE SOLID BEAR'G - MIN. OF MEMBER WIDTH UNO.) [1 °° 4 X 4 POST FROM ROOF HIP, 4.49 VALLEY OR RIDGE DOWN TO BEARING POINT ON WALL BELOW (MAX. OF 45' FROM VERT.) II BEARING WALL SUPPORTING STRUCTURE ABOVE 4 X 10 HDR • BEARING WALL NT. DOOR 4 OPENINGS W/ MN (2) 2 X SUPPORT EA END (UMO.) DROPPED STRUCT. MEMBER BEARNG • WALL S—fRLONDA OS/11/2012 28'-0' B.-6' 8:-0' 4'-6• ✓ O SIM- iD L PATIO (VERIFY EXTENT) 5'-0' CLR t1 I I; 3 X R 105 11'-3' 2 3 REC. ROOM J 1 5'-0' 3,2i 5 4 EXPAND FTG. TO 28'x28'x14' 1i t J —µ III x11 USE TYPE 'X' GYP. BD. C I I ON ALL CLGS., WALLS' . ' I1 II EXPOSED STrd1CT. MB175 II L3-514' X 1613' GLB. —�� IT-' O 9 • • e ewe'reett'frewPAeere'u A, 16.4X10� l — r— _ ._ J 5/0 TUB W/ SHLLR. GARAGE 19/0 X I9/0 31/2' CONC. SLAB CN 6 MIL MOISTURE BARRIER 04 4' GRANULAR FILL 6x6 POST W/ 'EPCS6' CAP 4 'C566' 945E ON FI-34'x34'x12' W/ '4 BARS • 9' 0/C EAU c TYP 9 • en at x 4' CONC. SLAB UU OPilcN4L 6 X 6 ti 10/10 WUVtt ON 4' GRANULAR FILL I2' THICKEN SLAB W/ (2) '4 BARS HOW GOAT. TIEP TO FTC WALLS AT r.Acer. DOOR OPBNNGS. 16/0 X1/0014 DR L4-54' X 13' GL HDR t I I IL-0 (20'' LOTH PER DO LAT) _ Su L I J F2-54'436'412', W 4 BAR5 • 9' O/C EAU i(PER SO LAT) 12 CdLPYRIGUT Fedt+pl CopyNtl;t AIL Tern 11, u.r.. C•'t'� • 108313 MIS STAMP MUST ATTLA.t I t( `>`:fOR INS TO OE A 4V 9,-6' 4:-6• 8'-3' {} .t._._..*_r..5.._...I t. 1 4'-3' Imo I I. b T 1 /I i EXPAND FTfx TO 241/4241/412' ZIED _a/: B RIRNACE ' WATER NEATER El-, SEE GEN NOTES FOR MIN REQMTS. * (PROVIDE OUTSIDE CMS AIR VENT) uga' _(2)2X81 c,.iw m SNEARueLL T RUx INTERSECTION " :PER LAT. EMa so t; x0 3' ; • LL P.t2X& L1-PT4x8Bl't — -- --t. • 111 i...- 111 ~I Lev UP TO LANDING 5•-2• 19 6' 28'-0' 4 8'-6' LOWER FLOOR / FOUNDATION PLAN SCALE : I/4' • 1'-0' Pa v s 9 m 9 _I NOTE: ALL HARDWARE N LSE W/ P.T. MATERIAL TO BE HOT DIPPED GALV. REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER 1 COPYRIGHT © 2006 ALAN MASCORO DESIGN ASSOCIATES. INC. 2197A-3-MCCART ERLOT7, DRAWN 06/00/01 TJH REV 09/19/16 HLL REV 06/10/14 RJV ;1114 1:14 41111 O00 g v b oH Q 03 I J H 25;# SNOW LOAD 2663 SQ. FT. SUB -TOTAL GARAGE AREA • 390 SO. FT. r2197Ai L L Lr Er r I I F / L r 4 L r 1/ l r L r—a-c ti MFD. TR3k16E6 u -1 r II II II II MFD. TRUSSES P. SCISSOR TRUSSES 24' OC. MFD. 5G1550R TRUSSES T ROOF PLAN SCALE : V4' • 1'-0' 24' OC. 24' OC. it 12', J / Lt r 11'-6' \\ I1 I� I -4 r- __ „cc __ L___._ _ - - L 2X6 RFIRS • 24' OC. O N I '2 k 6 \ 24 OL. g X 0 ,fir/ j� +Q 7" ~ x -1-49 o L__ 2X6 7 24' OC. / EAvE DM (TYP UNO.) Oy REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION ROOF DESIGN NOTES THIS ROOF HAS BEEN DESIGNED TO SUPPORT CEDAR SHAKE ROOFNG MATERIALS AND COMPOSITION ROOFS* OF VARIOUS TYPES. THE TABLE BELOW DESCRIBES IN DETAIL THE A55U'IPTIONS MADE M THE DESIGN OF THE ROOF STRUCTURE OF THIS BUILDING. ROOF LIVE LOAD (SNOW) 250 PSF 325 FSF AvEIWET) FRAMIN!a MATERIALS: 20 PSF SHEATHING MATERIALS: 15 PSF MISC. MATERIALS: 15 PSF ROOFING TYPE DRY/WET MED SHAKES HVY SHAKE5 SHINGLES COMPOSITION 20 / 325 PSF 30/4.0 PEF 20 / 325 P5F 25 /30 PSF 3325 PSF 6.15 PSF 40.0 ACTUAL READ SAFETY FACTOR P5F IL GYPSLII MATERIALS: ADD 20 PSF FOR VAULTED AREAS (COVERED IN SAFETY FACTOR) NOTE: HIPS, VALLEYS 4 RIDGES SHALL NOT BE LESS IN DEPTH THAN THE END CUT OF THE RAFTERS (FIELD VERIFY ALL CONDITIONS) VO-/4A/E pOGF LEGEND 4 X 4 WOOD POST FROM RIDGE (HIP OR VALLEY) TO WALL BELOW (MIN. (2) 2 X 4 REQ'D AT WALL BEARING PONT) NOTE SPLICES 14 14IP5 4 VALLEYS CAN ONLY OCOIR • POST DOWN LOCATIONS 49 5Q. IN. ROOF VENTS (GEE VENT TABLE FOR QTY. - 50%/50% SHOW) 2X4 FURLIN WALL TO BM OR WALL BELOW. (FR41IG AT 14' 0C) SHADED AREA DENOTES ROOF FRAMED OVER RAFTERS BELOW ■Qg DCUNSPCUTS MAJCMJI1 SPAS PER I004 WJU.PA. TEL. RR-26 '2 D.E. L/240 250LL 4 I5'DL SIZE SPACING SPAN 2X& 12' OC. 14'-0' 16' oC. 12'-1' 14' OC. 9'-10' 2X6 12' O.C. n'-8' 16' OC. 15'-4' 24' OC. 12'-6' 2X10 12' OC. 21'-1' 16' OC. IS'-9' 24' OC. 15'-3' 2XI2 12' OC. 25'-1' 16' OC. 211-8' 24' 0C. 11'-9' ROOF VENTS ROOF AREA (Ft') • 1142 EAVE-BLOCKY& ROOF VENTS % EAVE AREA (62) % ROOF AREA (in') 3-VENT 4-VENT 49 in' 60 328.9 40 2193 35 26 4 56.1 3108 433 231.4 33 15 5 533 2922 46.1 2560 31 23 5 50 214.1 50 214.1 29 22 6 PER 2012 IRO. - R2062 MNMAI AREA THE TOTAL IET FREE VDTLATNG AREA Sal. NOT BE LESS THAN I/300 OF THE AREA CF THE SPACE VENTILATED, PROVIDED AT LEAST 40% AND NOT MORE THAN 50% CF THE REQUIRED vENTILATING ARA,IB PROVIDED WttH V94T OPENI?JGS LOCATED M THE UFPER FORUM GF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE OR CCENICE VENTS UI114 THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CCRJJCE VENTS. N CLIMATE ZONE 6,1, 4 B, A CLASS I OR 2 VAPOR RETARcER SWLL BE INSTALLED ON 114E UAW-N-IIIMER SIDE OF THE CLG EAVE BLOCKING O 0 0 3-VENT BLOO( 3) 2'1 HOLES (943 r' EA.) 4-VENT BLOCK (4)4'1 HOLES (R36 N' EA.) ENERGY ENVELOPE KEY h4Wtl llat. SWdt: WALL#FLR/CL6. IN5UL. FOUJDATION INSUL. (SEE SHEET '6' FOR INSULATION VALUES) D14-0259 1'-6' i_ 7'-0' MFD. RJ55EES (SEE ANS.' 12 26 GA. GJ. — FLASHING -77 - F O'ER 4'-0' TALL (FIELD VERIFY) 12 1.11.11. 11 tivinkwirenowoll GIRDER TRUSS •L1.1/. /1/.1/.1S 20'-0' (FIELD VERIFY) 14 12 (VERIFY W/ TRUSS MFR) MASTER 8'-0' (FIELD VERIFY) 2 X FRAMING MEMBERS (SEE PLANS FOR SIZE 4 SPACNGi FAMILY 2 X FRAMING MEMBERS (SEE PLANS FOR SIZE 4 SPACING) 2X OVEFi9RAT1ING COORD. W/ TRUSS MFR TYPICAL I + + iJ +P r + i I + L.5E %' TYPE 'X' GYP. BD. O\ CLGS, WALLS 4 ... Sze.^9ED STRUCT. MaR5. GARAGE 4' CCNC. SLAB W/ OPTIONAL 6 X 6 10/10 UUUM ON 4' GRANULAR FILL 12' THICKEN SLAB WI (2) '4 BARS HOW CONT. TIED TO RC) WALLS AT GARAGE DOOR OPENINGS. 'CO ta " (A BUILDING SECTION SCALE' 2 X FRAMING MEMBERS (SEE PLANS FOR SIZE SPACING, II II II 111 II II II I. DINING COPYRIGH THIS STAMP MUST! fOR THIS TO 6E A 2 X FRAMING MEMBERS 'SEE FLANS FOR 5IZE 4 SPACING; 3141' CONC. SLAB ON 6 MIL M0151URE BARRIER ON 4' GRMW.AR FILL NOTICE U.S `v:Jb 31'-0' (FIELD VERIFY) BATIK CLOS. KITCHEN/FAMILY !�iwww ►i i �i�iy:1!fi�i�i4�i i � i NAVA&h�!liihtLe USE %I TYPE 'X' GYP. BD. ON ALL CLGS, WALLS 4 EXPOSED STRIJCT. MBRS. BUILDING SECTION SCALE • I'•0' GARAGE 4' CONC. SLAB W/ OPTIONAL 6 X 6 10/10 wart CN 4' GRANULAR FILL 12' THICKEN SLAB W/ (2) '4 BARS 440RIZ CONT. TIED TO ND WALLS AT (+ARMS DOOR °PENNGS. RECEIVED CITY OF TUKWILA MAR 2 0. 2017 PERMIT CENTER COPYRIGHT © 2006 ALAN MASCORD DESIGN ASSOCIATES. RVC. = E ae u- E< ,LL 1.. 2S.' 0 tilt zm 'o ao cn N 0 • 0. 0 02 0co co O N 0 aw i¢ 6 3 Y H 'CUD RAWRAcA-•-MCCARTERL0T', N OB/00/08 HLL REV 00/19/15 HLL REV 06/10/14 RJV cad 0 u/ LLI v 1= v ti 44 411 EMI( r:4 4< O.3 v OC 0� O 'er ry � Vv• = O 3 • < lc 0 25# SNOW LOAD +-rr LL LL LL or) NOII p, N N moCa LL LL O N4 to to SUB -TOTAL GARAGE AREA • 390 SO. D ISCL A IMER 01/10/13 THESE FLANS HAVE BEEN LICENSED TO THE CUSTOFIER FOR USE N THE CONSTRUCTION OF 0E BUILDING ONLY AND ARE SUBJECT TO THE CONDITIO5 OF LICENSE ACCEPTED BY THE CUSTGt'ER (MULTI -USE BUILDING LICENSES ARE AVAILABLE)USE OF ANY PART Cf THE PLANS BY ANY PARTY OTHER THAN Tit CUSTOMER EXCEPT ON LOAN BY THE CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST THE CUSTOMER N USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS. 15 STRICTLY PROHIBITED. THE PLANS MAY NOT BE RE -USED OR COPIED, IN WHOLE CR IN PART, WITHOUT WRITTEN PERMISSION FROM ALAN M48CORD DESIGN ASSOCIATES, NC. ('MASCODD'), UN ICA RETAINS COPYRIGHTS TO, 4 OUERSHIP OF THE PLANS. MASCORp PREPARES ITS PLANS CAREFULLY FOR USE BY ITS CUSTOMERS. HOWEVER ADAPTATION CF THE PLANS t0 MEET SPECFIC STATE Ate LOCAL BUILDIM CODES AND REGULATIONS, MD SPECIFIC SITE CONDITIONS, 15 THE RESPONSIBILITY OF TIE CONTRACTOR N ADDITION, MASCORD WILL NOT BE RESPONSIBLE FOR ANY DAMAGES RELATING TO TIE ACCURACY MD OVERALL NTEGRdTY OF THE PLANS IN EXCESS OF THE LICENSE FEE PAID FOR THEIR USE. THE CONTRACTOR THEREFORE, 1l15T CAREFULLY INSPECT ALL DIMENSIONS AND DETAILS N THE FLANS FOR ERRORS OR 0119505. UNAUT 4O RIZED USECAPYI G OF THESE PLANS, OR THE DESIGN THEY DEPICT, NFRNGES RIGHTS WIDER THE COPYRIGHT ACT INFRINGERS FACE LIABILITIES THAT INCLUDE PENALTIES OF UP TO t20000 PER WORK INFRINGED, AND UP TO N00000 PER IICJRC INFRINGED WILLFULLY. GENERAL NOTES: 01/10/13 I. UR7FiK SHALL COMPLY WITH THE LATEST ADOPTED VERSION OF THE 2012 NTER'ATIONAL RESIDENTIAL CODE (IRC.) AND/OR ANY APPLICABLE COWTT OR LOCAL JURISDICTION 2. THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND IS TO NOTIFY THE DESIGNER CF ANY ERRORS OR OMISSIOIS PRIOR TO THE START OF CONSTRICTION OMERM.ONTRACTOR SHALL vERFY MTH LOCAL BLDG. DEPT, WHICH CLIMATE ZONE TIE PROJECT HILL BE BTILT N, 3. WRITTEN DNS. SHALL HAvE PRECEDENCE OVER SCALED DIMS. DO NOT SCALE THE DLLGS. 4. DESIGN LOADUSE LL. DL. S (IN PSF.) WINHAE. ATTIC W/O STORAGE 10 10 WINH43. ATTIC UP LMITED STORAGE 20 10 HABITABLE ATTICS 4 ATTICS SERVED BY STAIR 30 10 BALCONES (EXTERIOR) 4 DECKS 40 10 GUARD RAILS 4 HAND RAILS 100 - GUAR RAIL N-FILL COPPCNENTS 50 PASSENGER VEHICLE GARAGE (3000' PONT) 50 VARIES ROOMS OTHER THAN SLEEPING ROOMS 40 10 SLEEPING ROOMS 30 10 STAIRS 40 10 (F YOUR LOCAL AMA REQRRES DIFFERENT DESIGN LOADS CONSULT WITH A LOCAL OIALIF ED PROCESSIONAL TO DETERMINE THE APPROPRIATE RENSIOSJ FOR ROOF LOADS, SEE ROCF PLAN 5. THIS PLAN IS DESIGNED TO MEET 2012 WASHINGTON STATE ENERGY CODE CHAPTER 51•IIR (LAC. WIDER 1213FAeR1eTN/F COMPLIANCE. TABLE R402J.1. CONTACT LOCAL BUILDING JURISDICTION FOP YOUR CLIMATE ZONE TABLE R402.0 INSUL. 4 PENETRATION REQNT5 BY COMPONENT CLIMATE ZONE 5 I MARNE 4 6 FENESTRATION U-FACTORS 030 030 SKYLIGHT I'll -FACTOR 050 050 GLAZED FENESTRATION SHGC b'• NR NR CEILING R-VALUE Is 49 49 WOOD FRAME WALL sk i R-VALUE 21 INT 21 • 5 CI MASS WALL R-VALUE' 21/11 h 21 • 5 h FLOOR R-VALUE 30 9 30 9 BELOWGRADE e." WALL R-VALWE 10/15/21 NT • TB 10/15/21 NT • TB SLAB d R-VALUE *DEPTH 10. 2 FT. 10, 4 FT. Fa SI: I foot • 304B mm cl continuous Insulation Int w rtamedtate framing UP TO B R° GLAZED FENESTRATION 4 (I) SIDE HINGED SOLID DR UP TO 24 R' 15 PERMITTED TO BE EXEMPTED FROM THE U-FACTOR FE011T OF TABLE R402J.1 DUCTS TO BE INSULATED TO MIN OF R-0 a. R•vakes are min U-factors 4 SHGC a e max. Moen bsul. is Installed In cavity which le less than the label a design thich's' of the haul., the compressed R-valus or the InsoI. from Append! Table 41014 shall not be lens than Uwe R-vake speclrled in the tabs. b. The fenestration thriftier column excludes skylights, The MCC whim applies to all glazed fenestratlat Exception: Skylights may be excluded from glazed feestratIon SH'C req'mte M Climate Zones I though 3 share the Si -GC for such skylights does not exceed 030. c.'10/IS/21. •TB' seam R-10 co*, Inwl. on the ext. or the mall, or R-15 on the cont. Insul. en the int. of the wall, or R-21 cavil Maul. la a thermal break between 4 wall ups rmit the basement at the at. of the nt. at the well ato the lot of tit basement wall. 'p/15RL•76' doll be permitted to met w/ R-I3 cavity insuL on thy int. of Uy besotted wall plus R-5 cont. Tsui. on the Int. or ext. of tM wall. 'TB' means theme freak between floor Blab 4 basement mall. d. R-10 cont. Maul. le rsq'd under heated slab ce grade floors a Thss are no 614GC recite In the Marine Zan f. Basement mall into!. is not redid In warm -tumid loc. g. Reserved h Fret vakn le cavity Mul, 2nd ie cont. kaul. or insul. siding, so '13 • 5' means R-I3 cav% Maul. plus R-5 cont. Insul. a caul. siding. If slrucL sheathing covers 40% or Tess or ths exterior, cont. MA. R-value Nall be permitted to be reduced by no me then R-3 in the be. Awe eruct. sheaWrg le used to maintain a consistent total sheathing thickness 2nd R-value applies then more than haw the Imul. is on the Interior of the mass wall j. For engls rafter - cr joist - vaulted cgs, the R-value may be reduced to R-38. L lot. (Intermediate framing) denotes standard famin10' oc. with Mrs Irsul, with a minims R-10 haul L Log and solid Lieber walls with a en. average thickness of 35' are exempt from this rout. req ml. m. therm full Might of uncapresead R-30 instil, Mende over mall top plates • eaves, II can be used In Ileu of R-3B. R-3B may be used In lieu or R-49 Mere ur-o.p essed thanes extends ova top plataa • eaves. AIR BARRER COOT. AIR BARRIER SHALL BE INSTALLED N THE BDLG. ENVELOPE. BREAKS/JOINTS IN THE AIR BARRIER SHALL BE SEALED. AIR PER1E48LE NSUL. SHALL NOT BE USED AS A SEALING MATERIAL. INSUL. SHALL BE INSTALLED PER MANJF. GUIDELINES. INFILTRATION: TIE 5EALNG PIETNO05 BETUEEN DISSIMILAR MATERIALS SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. THE FOLLOWING SHALL BE CAULKED, GASKETED, UEATHERSTRIPPED OR OTHERWISE SEALED WITH AN AIR BARTER MATERIAL. SUITABLE FILM OR SOLID MATERIAL SPACE BETUEEN WNOCUB/DOOR JAMBS 'FRAMING AND SKYLIGHTS 4 FRAMING DUCTS, SHAFTS, UTILITY PENETRATION 1 FLUE SHAFTS OPENING TO EXT. CR UNCONDITIONED SPACE. JUNCTIONS CF FONDATION 4 SILL PLATE 4 MOTION OF TIE TOP PLATE 4 TOP OF EXT. WALLS. HVAC REGISTER BOOTS THAT PENETRATE BLDG. THERMAL ENVELOPE (8EAL TO SUBFLOOR/DRYWALLJ. RECESSED LIGHT FIXTURES INSTALLED N THE BLDG. THERMAL ENVELOPE SHALL BE AIR TIGHT, IC -RATED (SEALED TO THE DRYWALL/. BETLLEEN GARAGE AND CONDITICNED SPACES. AIR BARRIER TO BE INSTALLED O4 FIREPLACE WALLS • FIREPLACE TO NAvE GArieFTED DOORS. OPENINGS AT PENETRATIONS CF UTILITY SERVICES THROUGH THE ROOF, WALLS, AND FLOORS BOLDING ASSEMBLIES USED AS DUCTS CR PLENUMS JOINTS, SEAMS, MD PENETRATIONS OF vAFGR RETARDERS ALL OTHER OPENINGS N TIE BUILDING ENVELOPE WALL CORERS 4 FORS. SHALL BE INSULATED 4 SHALL BE SEALED. FLOORS, NCLUDIG ABOVE GARAGE AND CANTILEVERED FLOORS • INSUL. SHALL BE INSTALLED TO MANTAN PERMANENT CONTACT U1/ UNDERSIDE OF SI%FLOOR DECKING. THE AIR BARRIER SHALL BE INSTALLED AT ANY EXPOSED EDGE CF INSUL. RIM JOIST SHALL BE INSULATED 4 INCLUDE AIR BARRIER CEILING/ATTIC - AIR BARRIER • DROPPED CEILNG/SOFIT SHALL BE ALIGNED UV 114E INSUL. AND ANY GAPS N AIR BARRIER SEALED ACCESS OFEWRr$, DROP -DON STAIR ETC Nt0 ICCNDITIONED ATTIC SPACE SHALL esE SEALED. BATT INSUL. INSTALLED N ATTIC ROOF ASSEMBLIES MAY BE CO'FfE55ED • EXT. UMLL LEES TO ALLOW FOR REQD ATTIC VENTILATION. IMMERE PROVIDED • CRAaLSPACE. IN LIEU CF FLOOR INSUL. INSUL. SHALL BE PERMANENTLY ATTACHED TO THE CRAM SPACE WALLS, EXPOSED EARTH IN INVENTED EARTH SHALL BE COVERED WITH A CLASS-1 VAPOR RETARDER UV OVERRL4PPING JOINTS TAPED. BATT NSUL. SHALL BE CUT NEATLY TO FIT AROUND WIRING 4 PLUMBING N EXT. WALLS WITHNT VOIDSKGAPS. AIR BARRER SHALL EXTEND BEHIND ELECTRICAUCO71LNICATICN EOES CR INSTALL AR SEALED BOxES. EXT. WALLS ADJACENT TO TUBS/SHOWERS TO BE INSULATED Ale AIR BARRIER SHALL SEPARATE THE INSULATED WALL FROM THE SHOLLER/TIB. TESTING: DUELLING WALL BE TESTED TO VERIFY LE4K4/* RATE DOES NOT EXCEED 5 AIR CHANGES MR HOUR BY BLOUER DR TEST AT A PRESSURE CF 01 N WG. (50 PASCALS). CODE OFFICIAL MAY REQUIRE TESTING TO BE COMPLETED BT APPROVED THIRD PARTY. SEE R401.4.I1 FOR PROCEDURES AND DOCUMENTATION MONTS. 6. ALL EXPOSED INSULATION 16 TO HAVE A FLAME SPREAD RATING NOT TO EXCEED 25. A SMOKE -DEVELOPED INDEX NOT TO EXCEED 450. WEN TESTED N ACCORDANCE WITH RAM E 84 OR LL 123. AND CRITICAL RADIANT ELM NOT LESS MAN 0.12 WATTS PER SQUARE CENTIMETER • EXPOSED ATTIC INSUL. 1. ALL MRDOLLS WAN A 2/'ARC OF EITHER VERTICAL EDGE OF ANY DR 14 A CLOSED POSITION, WITH BOTTOM EXPOSED EDGE LESS THAN 60' ABOVE FLR OR IWALKNG SURFACE SHALL HAVE TEMPERED GLAZIM & SKYLIGHTS ARE A55U1ED TO BE PRE -MANUFACTURED WIT SKYLIGHTS. WIT SKYLIGHTS SHALL BE COMPLIANT WITH THE REQUIREMENTS OF AAMA(WDMACCSA 101/152/A440 S. ALL EXT, WINDMLS ARE TO BE DBL. GLAZED AND ALL EXT. DRS. ARE TO Be SOLID CORE W/ LLEATNERSTRPPING. PROVIDE VT IN DEAD BOLT LOOKS ON ALL EXT. DRS. AND LOCKING DEVICES ON ALL DRS. MD WINDOWS W/IN 0 FT. (VERTICAL) OF GRADE. PROVIDE PEEPHOLE 54' - 66' N ABOvE FN. FLR CN EXT. ENTRY DRS. D. BASEMENTS, EVERY SLEEPING ROOM AND HABITABLE ATTICS TO HAVE MN IUNDOU OPENING OF 5.1 80. FT. WITH A MN WIDTH OF 20' N AND A SILL MGT. NOT MORE THAN 44' N ABOVE FIN FLOOR IL GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, IW IR P001S, SAUNAS, STEAM ROOMS, 84TI4TU65 S CLERS, AND N ANY PART OF A BUILDING ULALL ENCLOSING THESE COMPARTMENTS, MERE BOTTOM EDGE OF GLAZING IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. TO BE TEMPERED GLAZN& OPERABLE WINDU' LLB LOCATED MORE THAN 12' ABOVE FINISHED GRADE OR SURFACE SHALL HAVE ICIEST PART CF CLEAR OPENING A MN OF 24' ABOVE FINISHED FLOOR. GLAZING BETWEEN FINISHED FLOOR AND 14' SHALL BE FIXED OR HAVE OPENINGS THROGH WICH 4 4' DIA. SPHERE CANNOT PASS OR CODE APPROVED WINDOW GUAR (COMPLIANT U)/ ASIR P2050). U. SMOKE DETECTORS SHALL BE INSTALLED N EA. SLEEEPNG ROOM, OUTSIDE THE MEDIATE VICINITY OC EA SLEEPING AREA AND ON EA STORY OF THE DUELLING. CARBON MONOXIDE ALARMS SHALL BE LOCATED N EA BEDROOM OR W/N B FEET OUTSIDE OF EA BEDROOM DR BEDROOMS CN SEPARATE FLR LEVELS N A STRICTURE Cf TWO OR MORE STORIES SHALL HAVE SEPARATE CARBON MONOXIDE ALARMS SERvNG E4. STORY. ALL SMOKE DETECTORS AND/OR COIBNATICN RIC KE/CARBON MONOXIDE ALARMS SHALL BE INTERCON1ECTED SUCH THAT TM ACTUATION Of Off ALARM WILL ACTUATE ALL THE ALARMS AND WILL 8E AUDIBLE IN ALL SLEEPING AREAS OVER BACKGRONP NOISE LEVELS WITH ALL INTERVENING DOORS CLOSED. SINGLE STATION CARBON MONOXIDE ALARMS THAT ARE HAM WIRED SHALL BE EQUIPPED IW BATTERY BACKUP. B. ELECTRICAL RECEPTACLES N BATHROOMS, KITCHENS, EXtERIOR LOCATIONS AND GARAGES SHALL BE GEL OR GF.IC. FER NATKNAL ELECTRICAL CODE (NECJ RECJRET1ENT5. 14. NT. 4 ExT. STAIRS SHALL HAVE A MEANS TO ILLUMINATE THE STAIRS, INCLUDING LANDINGS 4 TREADS. INT. STAIRS OF 6 STEPS OR MORE SHALL HAVE THE REQUIRED WONTING IN THE MEDIATE VICINITY Cf THE TOP 4 BOTTOM OF THE 5TAIR5. EXT. STAIRWAYS SMALL BE PROVIDED WITH AN ARTIFICIAL LIGNT SOURCE LOCATED N THE IIIEDIATE VICINITY OF THE TOP LANDING Cr STAIR EXT. STAIRS LEADING FROM GRADE TO BASEMENT SHALL HAVE AN AR1FICIAL LIGHT SOURCE IN THE WMEDIATE VICINITY OF THE BOTTOM LANDING OC STARS. LIGHTING FOR INT. STAIRS SHALL BE CONTROLLED FROM TOP 1 BOTTOM OF EA. STAIR SEE IRO 303.1 15. PROVIDE COMBUSTION AR VENTS MY SCREEN AND BACK DAMPER) FOR FIREPLACES, WOOD STOVES AND ANY APPLIANCES WITH AN OPEN FLAME. FIREPLACE FLUE DAFFER& SHALL BE TIGHTLY FITTING AND OPERATED BY A READILY ACCESSBLE MANUAL OR APPROVED AUTOMATIC CONTROL. 16. BATHROOMS, UTILITY ROOMS 4 INDOOR SWLTIING POOLS 4 SPAS ARE TO BE VENTED WITH A FAN CAPABLE OF PRODUCING A MIN 50 OM NTER1ITTENT OR 20 GAM CONT. MID KITCHENS CAPABLE OF 100 CFM NtERMITTENT OR 25 CRl COOT. ALL EXHAUST VENTS TO BE VENTED TO EXTERIOR THE EQUIVALENT LENGTH OF THE DRYER EXHAUST DUCT SHALL BE IDEN11FIED ON A PERMANENT LABEL CR TAG LOCATED WHIN 6 FEET OF THE EXHAUST DUCT CONECTION II. SPECIFIC MAI1FACTURES AND MATERIALS DEPICTED ON THESE PLANS ARE AN ODCATIOI OF QUALITY AND STRENGTH. VERIFY ALL CONSTRUCTION MATERIAL SUBSTITUTIONS WITH CURRENT APPLICABLE BUILDING CODES AND LOCAL BUILDWG OFFICALS PRIOR TO NSTALLATIOWSUBSTIMIOK 18. THIS DESIGN LILE56 FMRCNASED WITH ITS SPECIFIC ENGINEERED ANALYSIS HAS NOT BEEN REVIEWED FOR ANY SPECIFIC LATERAL DESIGN REQUIREMENTS ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS (MANDATORY) This dwelling shall comply w/ sufficient options from table R4062 so as to achieve the following mkt number of credits (choose applicable duelling unit) 0 I. Small Dwelling Unit:._--_ 05 points Dwelling units lees than 1500 sq. ft. in conditioned floor area lu/ leas than 300 sq. ft. of fenestration area. Additions to existing building that are less than 150 sq. ft. of heated floor space 0 2. Medium Dwelling Unit: -- 15 points All dwellings wilts that are not In Included In 01 or 5 O 3. Large Dwelling Unit: 25 points Dwelling wits exceeding 5000 sq. ft. of conditioned floor area. select optlolls from Table R4062 below by placing mark to left or option number to achieve specified port requirements. TABLE 4062 OPT DESCRIPTION CREDIT(5) IOC EFFICIENT BUILDING ENVELOPE la: Prea'ptive compliance is based on table R401.1I, n/ the following modifications: Fenestration U.•028 Floor R-38, Slab on grade R-10 pereeter and under emirs slab Below slab R-I0 and wider entire slab 09 grade perimeter or Compliance based on Section R4011.4: Reduce the Lola: UA 5%. Ile EFFICIENT BUILDING ENVELOPE b: Prescrptive compliance is based on table R402J.1 w/ the following modifications: Fen.trallan LL:025 Wall R-21 plus R-4 Floor R-38 Basemen wall R-21 int plus R-5 cl Slab on grads R•10 pelmets and velar entire Blab Below grade slab R-10 perimeter and under entire slab or Ccepliarce based a Section R402.1.4: Reduce Um Target U4 by S. 10 IC EFFICIENT OUILDNs ENVELOPE to Prescriptive compliance is based on table R402.1.1 u/ the Following modifications: Fenestration LL.022 Ceiling and single rant or joist -vaulted R-49 advanced Ilbod trans wall R-21 plus R-D d Floor R-38 Basement ail R-21 Int plus R-5 cl Slab on grade R-10 perimeter and under entire Blab Below grads slab R-10 perimeter and under entire slab or - - Compliance based on Section R402J.4: Reduce the Target UA by 30%. 3 AR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: Ccepllaree based an Section R402.4.11: Reduce the tested air leakage to 40 air changes per how merles.. and All whole house ventilation requirerante as determined by Section MI5013 of tie IRC. shall be net w/ a high efficiency ran (max 035 watts/cunt), not Interlocked o/ the fwnace fan ventilation systems using a fiance mcludbg an ECM rota are allowed, provided that they ore controlled to operate at low speed in vandalism only node. To qualify to chair Ms credit, the bulldng permit &awings shall specify the opt being selected and shall specify the max. tented building air leakage and shall show the Meat recovery verxllatlon system CS -O AIR LEAKAGE CONTROL AND EFFICIENT vE4TILATIOI 2b: Compliance based on Section R402AJ2: Reduce the tested ar leakage to 20 air changes per how maximal. and All dole house ventilation requirement as determined by Section M6013 of On IRO shall be met w/ a heat recovery ventilation system w/ mkt amble Mat recovery efficiency or 0.10. To qualify to claim AN credit. the building permit dawngs shall specify the opt berg selected and shall specify the max. tested building alr leakage and shall iC show the heat recovery ventilation system 2C AIR LEAK4GP CONTROL AND EFFICIENT VENTILATION 2c. Capliarce based on Section R402AJ2: Recites the tested air leakage to 15 alr changes per four mama and 411 Stle house ventilation requrements as determined by Section M5013 or the I.RC. shall be met o/ a heat rsc0vay ventilation ayes w/ min sensible Mat recovery efficiency of 026. To qualify to claim this credit, the buildbg permit draarge shall specify the opt being selected and shall specify the max. tested building air leakage and shall show the heat recovery ventilation syslsl 15 3a HIGH EFFICIENCY HNAC EQUIPMENT 36: - - cr.ked Rasa w/ min. oll-f Gas.propane AREof95% qualify To II to claim this credit, the build It drawings shall I ths opt penile specify ty ath being selected and shall specify tM Mang equipment type and the mkt egmpmenl. efficiency. 3b NIGH EFFICIENCY HVAC EQUIPMENT 3b: Air -solace Meat pump w/ min HSFF of 85 To qualify to claim this aide, the building permit 6awkgs shall specwy tie opt being selected and shall specify the heating equipneei Ups and the mkt equipment. efncisioy. - 3C HIGH EFFICIENCY IN4C EQUIPIENT 3c: Closed -bap grated source heal pimp, w/ a mho COP of 33 or Open loop later source heat pap et/ a max pupba hydraulic Mad of 150 feet and Min. COP of 3b To qualify to claim this credit, the buildbg permit hawkgs shall epec1fy the opt being selected and Ball specify the Mating equipment t type and the min, sculpting. efficiency. ...- 3d HIGH EFFICIENCY HVAC EGUPr1ENT 3d: DUCTLESS SPLIT SYSTEM HEAT Ftt1F5. ZONAL CONTROL, In Mae there ths primary space Mating system Is zonal electric Sealed ductless heat pump eyetai shall be iretallad and provide heating to at least ore sone of the Musing Wt. To quality to clam this credit, the bulldbg permit drawings shall specify the opt berg selected and shall specs y the Mating equipment type and the min equipment. efficiency. 10 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM:° All Mating and cooling system components Installed bolos the conditioned space. All combustion equipment shall be direct vent a sealed combustion Locating °yeas components M conditioned aaml spaces Is not Remitted teller this option Electric resistance heat Is not permitted under this option. Direct combustion heating equipment w/ ARE less than 80%ls not permitted wider This option, To qualify to claim this credit, the beeline permit drawings shall specify the opt being selected and shall specify the heating equipment type and shall sham the location or the heating and cooling equpmenl and all ductwork 5a EFFICIENT WATER MATING 5a. Water heating system shall include tone of the follolubg: Gee, propane or oil water healer w/ a mho. E or 042 or Electric Water Healer a/ a min EF of 0.93. and ex both cases All shmst ead and kitchen elk faucets Metalled M the house shall be rated at 1.15 MN a less. All other Ivatory faucets shall be rated at 10 GFM or lessb To qualify to clam this credit, the Wilding permit draulrgs shall specify the opt being selected and shall specify the watt heater equipment type and the eM. equipment •rflcleney and shall specify the max flow rates ror all sMwaheads. kitchen Birk Faucets, and other lavatory faucets. 5b HIGH EFFICIENCY WATER HEATING 5b: Water heating *seam shall include one or the following: Gas. propane or oil water heater w/ a nth. EF of 022 or Solar eater hating supplementing a min. standard water heater. Solar eater heating will provide a rated mh savings of 85 Owes or 1000 kllN based on the Solar Ratbg and Csrtirication Corp. (SROC) Areal Performance of QG•300 Certified Solar Water Heating Spans or Electric heat pep water heater w/ a en. EF of 10 and me6tfng the standards of SEEM Nathan Climate Specifications For Heat Purp Water Neater or Eater heater Mated by grand source heat pump meeting the requirements or Option 3c To qualify to dale min credit, the building pemit drawing. wall specify the option oerg selected and shall specify the water heater equipment type and Oe eh equipment efficiency and, fa solar water Mating systems, the calculation or the min energy savings. 6 RENEWAW F ELECTRIC ENERGY: For each 1200 *LLh of electrical generation provided amually by on -sits wind or solar equipment a 05 credit shall be allowed, up to 3 credits. Generation doll be calculated as follows: For be 0.5 soar electric systems, the design skull demonstrated to neat this requirement using the National Reneuable Energy Laboratory cabMator PVWATT,. Docunentstlon noting solar access shall be Included on the plane. For wad gewaticn projects designs shall docusant anal paw generation based on the Following factors. Ths wind turbine power curve. average anal wind speed at the site. frequeicy distribution or the wind speed a1 the site and height of On LOwer. To ctaalify to claim this credit, ths bullding pewit drawings shall specify the opt being eehcted and Nall show the photovoltaic or wind turbine equipmen Igoe, provide documentation of toter and wind access, and include a calculation or the mho awe' energy power production. FOOTNOTES: a. interkr Duct Placement: Ducts included as Option 4 of Table R4062 shall be placed wholly within the Mated envelope of the hoeing unit. The placement shall be inspected and oaten d to receive ths credits associated w/ this option EXCEPTION: Ducts eompi r e w/ this section may have up to 5% or the total linear feet or ducts located In the exterior cavities or buffet spaces of the d•eling. If the exception la used the duds will be tested to the Tollowbg standards: Post -construction test: Leakage to outdoors shall be lees than a equal to 1 CPI per 100 ft' of conditioned floor area when tested at a prawns dills-s*lal or 0.1 irdes wg. (25 Pal across the enure system, including the manufacturer's ar haedlr encloera All register boots shall be taped or othewiee sealed fixing the test. b. Pacing Fixtures Flow Ratings: Low lbw plumbing fixtures (water closets and urinals) and fittings (faucets and eMwerheads) shell comply w) the tonguing requirements: (U Residential bathroom lava elk faucets: Max tl r n (I Ra• ow dte•38 LMI 0 Jmin) when tested M accordance w/ ASME AUJ8.I�A BI25J (2) Residential kitchen faucets: Max moo rate -Se L/mln (1.15 gaiMl) when tested b accordance w/ ASME A112. J,CSA B125.1 (3) Residential she erheads: Max flow rate-66 LMln (115 gal/en/ when tested In accordance w/ ARE AT2.181/C54 6125.1 FOUNDATION NOTES: 03/30,10 I. FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL SOIL DEVOID OF ANT ORGANIC MATERIAL AND STEPPED AS REQUIRED TO MAINTAN THE REQUIRED DEPTH BELOW THE FINAL GRADE. 2. SOIL BEARING PRESSURE ASSUMED TO BE 150E PSF. 3. MAXIMUM SLOPE OF CUTS AND FILLS TO BE TWO (2) INORIZCNTAL TO ONE (I) VERTICAL FOR BUILDINGS, STRUCTURES, AND FOUNDATIONS. 4. ANY FILL HIDER GRADE SUPPORTED SLABS TO BE A MIN. Cf 4' N. GRANULAR MATERIAL CChIPACTED TO 95%. 5. CONCRETE:: MIX AND 28 DAY STRENGTH OF CONCRETE. - BASEMENT WALLS 4 FOUNDATIONS NOT EXPOSED TO WEATHER: 2,500 P51 • BASEMENT 4 INTERIOR SLABS ON GRADE- 2,500 P51 - BASEMENT WALLS 4 FOUNDATIONS 3,000 P51 EXPOSED TO THE WEATHER:. AND GARAGE SLABS - PORCHES, STEPS, 4 CARPORT SLABS EXPOSED TO WEATHER: 3500 P51 MORTAR 4 GROUT TO BE MIXED PER 11FR REQUIREMENTS. 6. GARAGE FLOORS TO SLOPE I/8'/FT MN. TOWARDS OPENING A5 REQUIRED FOR DRAINAGE. CONCRETE 5LA435 TO WAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY, SLABS ARE TO BE 5.1% AIR ENTRANED 1. CONCRETE SIDEWALKS TO HAVE 3/4' N. TOOLED JOINTS AT 5' FT. (MEN) O.G 8. REINFORCING STEEL TO BE A•615 GRADE 60. UELDED OPTIONAL IWRE MESH TO BE A•185. 9. EXCAVATE SITE TO PROVIDE A MN. CF 18' CLEARANCE UNDER ALL GIRDERS. la COVER ENTIRE CRAWL SPACE WI114 CLASS I VAPOR RETARDER leg. 6 MIL POLYETHYLENE FILM). 4 INSTALL A RADON VENT BETWEEN GROUND COVER AND SOIL (PER IRO APPENDIX F,- SEE SHEET R), A5 REQ'D WERE VENT AREA IS LESS THAN 1(300 OF CRAWLSPACE AREA. II. PROVIDE A MIK OF 1 SQ. FT OF VENTILATION AREA FOR EACH 1500 SQ Ft OF CRAWL SPACE AREA LOCATE VENTS TO PROVIDE CROSS VENTILATION OF THE SPACE. IF CLASS I VAPOR RETARDER Sta USED, PROVIDE I SQ. FT. CF VENTILATION AREA FOR EA 300 SQ. FT. OF CRAWL SPACE AREA AND VENTS TO BE EVENLY SPACED TO PROVIDE CROSS VENTILATION, EXCEPT ONE SIDE OF BUILDING MAY HAVE NO VENT OPENING VENTS ARE TO BE COVERED WITH I/6' IN. MESH CORROSION RESISTANT SCREEN. 2. ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED OR PROTECTED WITH 55' ROLL ROOFING. B. BEAM POCKETS N CONCRETE TO HAVE IR' IN. AIRSPACE AT SIDES AND ENDS WITH A MIN. BEARING OF 3' N. 14. WATERPROOF BASEMENT WALLS BEFORE BACKFILLINYG. PROVIDING 4 4' IN, DIA. PERFORATED DRAIN TILE BELOW THE TOP OF THE FOOTING (SEE BUILDING SECTIONS). FRAMING NOTES: 09a1n0 L ALL EXTERIOR WALL OPENINGS 4 BEARS* WALL OPENINGS TO HAVE 4 X 10 HEADERS LNLESS OTHERWISE INDICATED- IF BUILDING BUILT WITH 88%' N STUDS USE 4 X 8 HEADERS U&ESS OTHERWISE NOTED ON THE PLAN. 2. ALL EXTERIOR WALLS TO BE BUILT OF 2 X 6 STUDS a 16' OC, TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE TO BE BUILT CF 1 X 4 STUDS • 16' O.C. TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS SUPPORTING TWO OR MORE FLOORS AND I OR MORE FRO/OF/CEILING ASSEMBLIES SHALL BE 2 X 6 STUDS a 16' OC. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4'-0' IN HEIGHT, SUCH WALLS SHALL BE FRAMED CF STUDS WAVING THE SIZE REQUIRED FOR AN ADDITIONAL STORY UNLESS SFECFIED OTHERWISE. 3. ALL METAL CONNECTORS TO BE 'SIMPSON' OR EQUIVALENT. UN.O. JOISTS I4,1G ON FLUSH BEAMS TO BE ATTACHED WITH U210 OR EQUIVALENT. MULTIPLE JOISTS USE U210-2010-3 A5 REQUIRED. USE OF 10d X 1-1/2' NAILS ARE ALLOWED WITH THESE TYPE OF HANGERS UNLESS NOTED ON THE PLANS, SEE NAIL CONVERSION CHART FROM CONNECTOR MANIF. CATALOG FOR OTHER NOTES AND RESTRICTIONS THAT MAY APPLY. 'LEP' CONNECTORS CONSIDERED APPROVED EQUAL. 4. PROVIDE DOUBLE JOISTS IDER ALL WALLS ABOVE, RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING BELOW ALL BEARING WALLS RJM4NG PERPENDICULAR TO FLOOR JOISTS. 5. PROVIDE POSITIVE VENTILATION AT EACH END OF EACH RAFTER SPACE AT VAULTED CLG AREAS, .AND NEIILATION BAFFLES AT EAVE VENTS BETWEEN RAFTERS. RAFTER VENTILATION 15 ALSO REQUIRED AT BLOCKING LOCATIONS ABOVE THE PLATE. 6. PROVIDE FIRE BLOCCIC1e6 FER 2011 IRC. R602)3 4 R502.13, DRAFT STOPS PER 2012 IRO116502.12 1. HIPS, VALLEYS AND RIDGES SHALL NOT BE LESS IN DEPTH THAN THE EhD Or OF THE RAFTER. 8- UNLESS NOTED OTHERWISE, POST TO BEAM CCNAECTICNS REQUIRE 'SIMPSON' BC SERIES CAP/BASE (OR 'USP' OR APPROVED EQUAL) CONNECTORS. EXTERIOR APPLICATIONS REQUIRE 'SIMPSON' EPS SERIES BASES UNO, AND INTERIOR GARAGE POSTS REQUIRE 'SIMP50N' C5 SERIES BASES. 'I15P' CONNECTORS CONSIDERED APFROvED EQUAL. S. LUMBER SPECIES: A PO5T5, BEAMS, HEADERS JOISTS AND RAFTERS NO.2 DOUGLAS FIR B SILLS. PLATES, BLOCKING BRIDGING ETC. N0. 3 DOUGLAS FIR C. STUDS SW GRADE DF. D. STUDS OVER 10' HIGH N0. 2 OR BETTER DrF E. PCYGT 4 BEAM DECKING UTILITY GRADE DF. F. PLYWOOD SHEATHING 1'' COX PLY. 32/16 G.IGLU-LAM BEAMS (EXT. ADH • EXT. CONDITIONS) Fb•2400, DRY ADM. H. ESL MATERIALS • Fb • 2900E • 20 Fv • 290 LVL MATERIALS e Fb • 2600 E• 1.9 Fv • 285 • P5L INDICATES PARALLEL STRAND LUMBER .• LVL INDICATES LAMINATED VENEER LUMBER L METAL H4JGERS 1 FASTENERS USED WIN P.T. LUMBER TO BE STAINLESS STEEL OR 101 DIPPED GALVNIZED. Ile X BLKG 4 CLG JST TO SILL/GIRDER 3.8,e1 (2l/y*0.113') TOE NAIL CLG JST LAPS OVER PARTRION5 3-10d (3'x0128') FACE N41L CLG J5Tr0OL TIE TO RAFTER 3-10d (3'x0.128') FACE NAL RAFTER/TRUSS 10 WALL re 3-had (3t c0135') / 3.10d (3'x0E8') TOE NAIL (2/0dt RAFTER!, TO RIDGE. VALLEY OR kLP 4.16d (311'40I35') / 3-Ibd (3ty'x0.155') TOE / FACE NAIL 1V WOOD RATED SME8TH'G (UNO) 6d (2'x0.113') 6' EDGE/12' FIELD _, 5 DEL, BUILT-UP 9T10S 1 TOP E 10d (3'x0.U8') 24' 0C. (FACE) ABUTTING STUDS it U14LL CORERS led (3t310.135') D' OC. (FACE) BUILT-UP MDR (2 PCS W/ 1/2' SPACER) I6d (311'x0.135') 16' OC. (EA. EDGE) CCNtINLJED HDR <2 PIECES; I6d (31/2'x0.05') 16' OC. (EA. EDGE) CCNTINJOUS HDR TO STUD 4•9d (21010.113') TOE NAIL DBL STUD LAP (24' OFFSET • JOINTS) 8-16d (3V5S0J35') FACE NAIL is LAP SOLE R TO AST OR E'LK'G I6d (311'x0.135') 16' OC. (FACE) SOLE R 70 JST)BLKG • BRaOE PANEL 3-I6d (31/2N0J35') le' OC. 91117 TO 9CLE PLATE 3-8d (21/2'x0.113') / 2•I6d (3k1'x0135N TOE NAIL TOP/SOLE R TO STUD 2-I6d (31','x0135') END N41L TOP le LAPS • CORER/NTERSECTION 2-10d (3425c0J29') FACE NAIL 1' BRACE TO EA. STUD 4 e 2-ed (2tVx0J13') / 2-STAPLES P4' FACE NAIL „ k' WOOD RATED REATH* NNW 6d (2'0.113') 6' EWE/1' FIELD FLOOR / OTHER J5T TO SILLGORDER 3-ad (21/240113') TOE NAIL RIM UST TO TOP IE 8d (211'x0jI3') 6' OC, TOE NAIL RIM J6T/BLKG TO SILL R 8d (2IVxO.113') 6' 0.C. TOE NAIL 156' SUEFLR OR LESS TO EA )5T 2-lid (2V1'x093') / 2-STAPLES Pe' FACE NAIL 44 2' SUEFLR TO JST/GIRDER 2.16d (21/2'x0J35') FACE NAIL 2' PLANKS (P 4 B FLR MD ROOF) 2-16d (21/2'x0135'J • EA BE4RG BUILT-U• GIMEIQSuEE4M9 (1' LAYER81 10d(3'x0128') • 32' OL STAGGERED TOP 4 BOLE/ W (2) NAILS • ENDS AND • SPLICES MULTI -PLY PLR JST (OVER 3 PLIES) 'h's BOLTS UU/ WASHERS STAGGERED • 24' oc g'-I' woo STRUCTURAL PANELS 8d (21/24013I') 6' EDGE/12' FIELD 14'-Its WOOD STRUCTURAL PANELS 10d (3'x0.148') / 8d (2t 'n0131') 6' EDGED' FIELD GYPSUM WALLCLG. BD. (UAW 1V2' ROCF'G / It.' 'TYPE 5'/'W' SCREW 1' EDGE/1' FIELD ' GYPSUM WALL/CLG BD. (UNO.) P4' ROOFG / Pr' TYPE 51PW' SCREW 1' EWE/1' FIELD 1(2) TOE NAILS ONE SIDE, (1) ON OPPOSITE SIDE. • 'I6ga. STAPLE W/ MN j' DIA moon WIDTH BASED 0802.4(1) SPAN TABLES ON 2011 IRO. TABLE Rd023J(1). Rd023Y11. Ra02.4(U AND JOISTS (10' DL.) 11'00R (40'LLAO' DL) (1.1360) PI-Calt (30" LL/10° CIL) (L/360) JO Ste (0e D.L.) Cat* '20' LL/10'DL7 (LR40) CEIUMS (I0' LL/10' DL) (L/240) DF. '2 SPAC'G OC. MAX SPAN MAX. SPAN pp. •2 SPAC'G OC. MAX SPAN MAX. SPAN 2 X 6 12' 10'-9' 11 -10' 2 X 4 12' 5'-10' 12'-5' 16' 9'-9 10-5' 16' 8'-9' 11.-3' 24' 8'-1' 9'-I' 24' l'-2' 9•10' 2 X 8 11' 14'-2' 15'•1' 2 X 6 12' 14'-10' 19'-6' 16' 12'-1' 14'-1' 16. 12'-I0' Il'-8' 24' 10-3' II'•6' 24' 10'-6' 14'-10' 2 X 10 12' I1 -9' 19'-10' 2 X 8 12' 18-9' 25-8' 16' 15'-5' 11'-2' 16' 16'-3' 23'-0' 24' 12'-1' 14'-1' 24' 13'-3' 1,5'-9' 2 X U 12' 20'-1' 23'-0' 2 X 10 12' 22'-11 26'-01• 16' 11' -to ' ram -II' 16' 19' 10' 26' 0'i 24' 14'-1' 16'-3' 24' 16'-3' 22'-11' TBL-6 26 GA G.I. FLASHING 2 X RI. TRIM BD. STD BRICK SET FLAT 4' BRICK VENEER I' AIR SPACE 22ga. MASONRY TIES • 16' OG. EA. WAY 15' BUILDING PAPER V2' GDX PLYIJD SING 2 X STUDS a 16' 0C. SEE BUILDING SECTIONS 26 GA GJ. FLASHING WEEP HOLES a 24' O.G. FOUNDATION MAY EITHER BE OFFSET 4' FOR BRICK OR A 4' CONC. BLOCK FD1N, MAY BE BUILT UP FROM THE FOOTING TO ABOVE GRADE (VERIFY ON SITE) 5 WIRE 6 12' O.C. HORIZONTAL. WRAP TIES AROUND WIRE FIR SHT6 NAILED • 6' MAX 0/C TO J8T W/ 'DTT2Z' FLOOR .15T5 (SEE FLANS) NOTE Al HARDWARE TO BE COMPATIBLE W/ P.T. MATERIAL BRICK VENEER DETAIL SCALE : 1/2' • 1'-0' 2' MN. M-BRKDET 7/01/13 i € , HANDRAIL ENDS SHALL RETURN • i ; ; '+� `\ OR TERMINATE a NEWEL POST ',•. OR SAFTEY TERMINAL 4' 'SIMPSON' L550 EA. SIDE Ih' PLYWOOD RISERS (3) 2 X 12 STRINGERS air' TYPE 'X' oma TYP. UNDER STAIR 6' DIA. MAX STAIR DETAIL - Ws,' PART- BD. BULLNOSE TREADS GLUED 4 SCREWED (INSTALL AFTER ROOF ON) 1'\ (M 1 10' (MN. 1011 I it • FROvIDE a EA EDGE OF DECK (MIN 2 REQ'D) MEETS ORSG 4 IRC. FIG. 50123 CONTINUOUS LEDGER FLASHING (PER CODE) ' SIMPSON' LUS26 W/ ' 509112' FASTENERS DECKING MATERIAL (SEE PLANS) 1 SIMPSON T)TT2Z' • DECK JSTS (SEE PLANS) '/2' a HDG THREADED POD W/ NUTS AND WASHERS P.T. 2 X 10 LEDGER W/ (2) LEDGER -OK FMLL358' CR EQ. is 16' 0/C (UNO) MIN l4' EDGE DIST, (TIP TO EXTEND RUT BEYOND INSIDE FACE OF RIM BD) DECK LEDGER (trP UIN.O ) e4.G1,-0' * HANDGRIP SECTION BAN Ilh' 4 2' HANDRAIL BALLUSTER OR PARTITION (VERIFY STYLE) SHOE RAIL FOR BALLUSTERS NOSING CF TREAD 2 X 12 STRINGER -* 2X BLOCKING (PROVIDE MIN. 36' CLEAR WIDTH AT STAIRWAYS STUN. 7'-I®' 4 3'-7' DECKLATCONN 4' MIN WATER HEATER - HOLD TIGHT TO GYP. BD. SCALE : 3/4' • 1'-0' WOOD 2 X4 GYPSUM WALLBOARD M-STAIR1 07/15/08 D14-0259 PLAN ELEVATION W.H. SUPPORT II '4'F X 5' LAG SCREW FLEXIBLE WATER CONN. SEISMIC STRAPPING ENCIRCLING TANC FROM BOTH SIDES. GYPSUM WALLBOARD WOOD 2 X 4 LEDGER 14'0 X 3' LAG seREW WITH WASHER SEISMIC STRAPPING FLEXIBLE WATER CONN. WOOD 2 X 4 LEDGER SEISMIC STRAPPING ENCIRCLING TANK FRCM BOTH SIDES. WOOD 2 X 4 LEDGER FLEXIBLE GAS CONN. ANCHOR W H. TO BASE I I - BASE TO FLOOR I I RAISE PILOT LIGHT 1 I Ili' ABOVE FN. FLR SCALE : 1/2' • I'-0' WHWAL,. PLAN SEISMIC STROPPING '4'4 X 3' LAG SCREW W/ FLAT WASHER. ELEVATION CORNER SCALE : 1/2" • FIRST STUD NOT BEHIND WATER HEATER 6' MAXIMUM FLEXIBLE WATER CONN. WATER HEATER 6' MAXIMUM SEISMIC STRAPPING ENCIRCLING TANK FROM BOTH SIDES. FLEXIBLE WATER CONN. SEISMIC STRAPPING ENCIRCLING TANK FROM BOTH SIDES. FLEXIBLE GAS CCM/. RAISE PILOT L1HT 18' ABOVE FLOOR. ATTACH WN. TO BASE 4 BASE TO FLOOR *CORN 2 X 4 CONT. TOP RAIL (CLEAR CEDAR BEVEL TO SHED RAIN) 2 X 2 CEDAR BALUSTERS SPACED TO PREVENT PASSAGE Cf 4' SPHERE 1 X 3 CONTINUOUS CEDAR - TOP 4 BOTT, 4 X 4 CLEAR CEDAR BOTTOM RAIL 4 X 4 CLR CEDAR POST e 4'-0' 0/C MAX. %'N GALV. MB. WV NUTS 4 WASHERS •ice 1- 1 (3) I6d NAILS • EA JOIST 'SIMPSON' HD2AHDG OR DTT2Z 1".Kl210•75.1Q\Vh\ \\�\C L! GG0 E i^ rdisi.7 111rtMI 0O E DECK RAILING SCALE : I I/2' • 1'-0' 2 X 4 CONT. TOP RAIL (CLEAR CEDAR BEVEL TO SHED RAIN) 2 X 2 CEDAR BALUSTERS SPACED TO PREVENT PASSAGE OF 4' SPHERE I X 3 CONTINUOUS CEDAR - TOP 4 BOTT. 4 X 4 CLEAR CEDAR BOTTOM RAIL 4 X 4 CLR CEDAR POST e 4'-0' 0/C MAX. I'p'r GAL V. MB, W/ NUTS 4 WASHERS SIMPSON A34 FRAMING ANCHOR • EA SIDE e EA END (4 TOTAL) 2 X 8 MIN BLKG 2 X 8 MIN DECK J5T Al -ORALS REV. 09/28/11 DECK RAIL iNG SCALE : 1 1/2' • I' -0' SIM5PON '410A' SEISMIC CLIPS TO TOP R'S 'SIMPSON' ND2ANOG OR DTT2Z e DECK SIDES M-ORALS REV. 09/28/11 ENERGY HEEL TRUSSES (FLAT OR VAULTED CLG) ROOF BOUNDARY NAILING (SEE PLANS) 2 X SOLID ELKYa FROM TOP R TO ROOF 51-ITG (VENT PER ROOF PLAN) EXTEND EXT. 5HT'G TO BOTTOM OF TRUSS TAIL (EDGE NAIL TO BLKG) 2 X STUD (PROVIDE 'MP' TIE a 32' O/C TOP R'S TO STUDS FOR UPLIFT CONTINUOUS LOAD PATH TRUSS CONNECTION SCALE : in. • 1'-0' TYP a ENERGY HEEL TRUSS Nr Nortce )r'A''al foprn4p' AV, flih1 R l• COPYRIOU.S, De®1 106313 HIS STAMP MUSE APPEAR IN REO FOR THIS 10 8E A LEGAL COPY WALL FRAMING II RIM JOIST •CIRADE';'.•TO .. • t-44-.._...}} . LL.. . . PONY WALL FRAMING TO MATCH WALL II FRAMING ABOVE SEE TYP WALL SECTION FOR -/ FOUNDATION DESIGN - -- II; • II - • 1 . II ' IH �4T r w [r.€ nalr 'PE ni.� �. • 1. STEP FOOTING DETAIL V2.r r-0: SIEPFTG MASCORD GENERAL NOTES -WASH STATE 01/09/15 CCHYRISHT © 2006 ALAN MASCORD DESIGN ASSOCIATES, NC. 2197A-G W-MCCARTERLO l IS DRAWN 06/09/08 TJH REV 09/19/16 HLL REV 0e/10/14 RJV g:14 1114 124 r 0c - v C oj; O• 4k (- C O� 25. SNOW LOAD LL LL�LL cs0 0) N 'N N n tm moco ¢ ¢ o 0¢O OOLL LLL LL O ¢ LLtu W ac0 `O SUB -TOTAL GARAGE AREA • 390 SO. 1197A ,G Di 4-0259 PASSIVE SUB -SLAB DEPRESSURIZATION RADON CONTROL SYSTEM FOR NEW CONSTRUCTION NOTES: I. ALL CONCRETE SLABS THAT COME IN CONTACT WITH THE GROUND SHALL BE LAID OVER A GAS PERMEABLE MATERIAL MADE UP OF EITHER A MINIMUM 4' THICK UNIFORM LAYER OF CLEAN AGGREGATE. OR A MINIMUM 4' THICK UNIFORM LAYER OF SAND, OVERLAIN BY A LAYER OR STRIPS OF MANUFACTURED MATTING DESIGNED TO ALLOW THE LATERAL FLOW OF SOIL GASES. 2. ALL CONCRETE FLOOR SLABS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH LOCAL BUILDING CODES. ADDITIONAL REFS: AMERICAN CONCRETE INSTITUTE PUBLICATIONS, '4CI302.IR' I 'ACI332R', OR THE POST TENSIONING INSTITUTE MANUAL, 'DESIGN AND CONSTRICTION OF POST -TENSIONED SLABS CN GROUND'. 3. ALL OPENINGS, GAPS AND JOINTS IN FLOOR AND WALL ASSEMBLIES IN CONTACT SOIL OR GAPS AROUND PIPES, TOILETS, BATHTUBS OR DRAINS PENETRATING THESE ASSEMBLIES SHALL BE FILLED OR CLOSED WITH MATERIALS THAT PROVIDE 4 PERMANENT AIR -TIGHT SEAL. SEAL LARGE OPENINGS WITH NON -SHRINK MORTAR GROUTS OR EXPANDING FOAM MATERIALS AND SMALLER GAPS WITH AN ELASTOMERIC JOINT SEALANT, AS DEFINED IN ASTM C920-81, 4. VENT PIPES SHALL BE INSTALLED 50 THAT ANY RAINWATER CR CONDENSATION DRAINS DOWNWARD INTO THE GROUND BENEATH THE SLAB OR SOIL -GAS -RETARDER MEMBRANE. 5. CIRCUITS SHOULD BE A MNII'IUM 15 AMP, 115 VOLT. GRADE LEVEL EXHAUST (10' PROM OPENINGS INTO CONDITIONED SPACES CF BUILDING) 12' MIN. ABOVE ROOF JOIST n n LIvING AREA INTERIOR PARTITION—. FLOORING - JOIST CAP BLOCK OR OTHER SEAL ON HOLLOW BLOCK WALLS WATERPROOF SEALANT APPLIED TO EXTERIOR WALLS SOIL -GAS -RETARDER MEMBRANE (MIN. 6-MIL POLYETHYLENE SHEETING OR EQUIVALENT» OVERLAP SEAM5 12' MIN. SEAL OFENINGS IN SLAB AND AROUND PENETRATION t NOTE 3 FLASNIN ROOF BRACE ATTIC iTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF VENT FAN : NOTE 5. ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF WARNING DEVICE : NOTE 5. SUPPORT STRAPPING �--3' 4' DIA. VENT PIPE )PVC OR EQUIVALENT) SEAL SLAB: NOTE 2 MIN 4' THICK LAYER OF GAS PERMEABLE MATERIAL : NOTE I PSG - 1T-OR Q)IVALENT) O SJ='PORT VENT PIPE SLAB ON-GRADE/BELOW-GRADE (BASEMENTS) SUB -MEMBRANE DEPRESSURIZATION SYSTEM RADON MITIGATION THE FOLLOWING CONSTRUCTION TECHNIQUES AND MEASURES ARE INTENDED TO MITIGATE RADON ENTRY IN NEW CONSTRUCTION. THESE TECHNIQUES MAY BE REQUIRED ON A JURISDICTION BY JURISDICTION BASIS. FOR EXAMPLE, AS OF APRIL I, 2011, IN THE STATE OF OREGON, THE COUNTIES OF MULTNOMAH, WASHINGTON, CLACKAMAS, POLK, YAMHILL, HOOD RIVER AND BAKER REQUIRE RADON MITIGATION. FOLLOWING THE US. EP.A. 'MODEL STANDARDS AND TECHNIQUES FOR CONTROL OF RADON IN NEW RESIDENTIAL BUILDINGS', THESE SPECIFICATIONS MEET MOST NATIONAL CODES. THE BUILDER AND HOME OLLNER SHOULD CHECK FOR ANY LOCAL VARIANTS TO THESE GUIDELINES. BUILDING TIGHTNESS MEASURES THE FOLLOWING ARE POINTS OF ENTRY TO PROTECT FROM PASSAGE OF RADON GAS INTO LIVING SPACE - PROVIDE POLYURETHANE CAULK OR EQUIVALENT SEALANT AT THE FOLLOWING CRITICAL POINTS: SLAB ON -GRADE AND BASEMENT WALLS • CRACKS IN CONCRETE SLABS • COLD JOINT BETWEEN TWO CONCRETE POURS • PORES AND JOINTS IN CONCRETE BLOCKS • FLOOR -TO -WALL CRACK OR FRENCH DRAIN • EXPOSED SOIL AS IN A SUMP • WEEPING (DRAIN) TILE, IF DRAINED TO OPEN SUMP • MORTAR JOINTS • LOOSE FITTING PIPE PENETRATIONS • OPEN TOPS OF BLOCK WALLS • WATER (FROM SOME WELLS) • UNTRAPPED FLOOR DRAIN TO A DRY WELL OR SEPTIC SYSTEM. CRAWL SPACE • CRACKS IN SUBFLOORING AND FLOORING • SPACES BEHIND STUD WALLS AND BRICK VENEER WALLS THAT REST ON UNCAPPED HOLLOW -BLOCK FOUNDATION • ELECTRICAL PENETRATIONS • LOOSE -FITTING PIPE PENETRATIONS • OPEN TOPS OF BLOCK WALLS • WATER FROM SOME UIELLS • HEATING DUCT REGISTER PENETRATIONS • COLD -AIR RETURN DUCTS IN CRAWL SPACE CONDENSATE DRAINS SHALL BE RUN TO THE EXTERIOR USING NON PERFORATED PIPE OR SHALL BE PROVIDED WITH AN APPROVED TRAP. SUMP PITS THAT SERVE AS END POINT FOR A SUB -SLAB OR EXTERIOR DRAIN TILE LOOP SYSTEM, AND SUMP PITS WHICH ARE NOT SEALED FROM THE SOIL SHALL BE FITTED WITH A GASKETED OR SEALED LID. WHERE THE SUMP 15 USED A5 THE SUCTION POINT IN A SUB -SLAB DECOMPRESSION SYSTEM, THE LIP MUST BE DESIGNED TO ACCOMMODATE THE VENT PIPE. WHERE USED AS A FLOOR DRAWING, THE SUMP PIT LID SHALL HAVE A TRAPPED INLET. DUCTWORK WHICH PASSES THROUGH OR BENEATH A CONCRETE FLOOR SLAB SHALL BE FREE OF SEAMS AND MUST BE PERFORMANCE TESTED. DUCTWORK PASSING THROUGH A CRAWLSPACE MUST HAVE ALL SEAMS AND JOINTS SEALED (PER MI6013.1). ALL JOINTS OF DUCT SYSTEMS USED IN THE HEATING OR COOLING OF A CONDITIONED SPACE SHALL BE SEALED BY MEANS OF TAPES, MASTIC. AEROSOL SEALANT, GASKETING OR OTHER APPROVED CLOSURE SYSTEMS. WHERE MASTIC IS USED TO SEAL OPENINGS GREATER THAN 14', A COMBINATION OF MASTIC AND MESH SHALL BE USED. CRAWLSPACE ACCESS OR UNDER -FLOOR MECHANICAL EQUIPMENT ACCESS, OR ANY OTHER ACCESS POINT FROM THE HABITABLE SPACE INTO THE CRAWL SPACE, SUCH A5 DOORS OR PANELS, MUST BE CLOSED AND GASKETED TO CREATE AN AIRTIGHT SEPARATION. AIR HANDLING UNITS IN CRAWL SPACES SHALL BE SEALED TO PREVENT AIR FROM BEING DRAUN INTO THE UNIT. PASSIVE RADON CONTROL SYSTEM IN CRAWL SPACE FOR NEW CONSTRUCTION NOTES: L INSTALL A LENGTH OF 3' OR 4' DIAMETER PERFORATED DRAIN TILE HORIZONTALLY BENEATH THE SHEETING AND CONNECT TO THE 'T' FITTING WITH THE VERTICAL STANDPIPE THROUGH THE SOIL -GAS -RETARDER MEMBRANE. THIS HORIZONTAL PIPE SHOULD NORMALLY BE PLACED PARALLEL TO THE LONG DIMENSION OF THE HOUSE AND SHOULD EXTEND NO CLOSER FLASHING THAN 6 FEET TO THE FOUNDATION WALL. 2. VENTILATE CRAWLSPACES IN CONFORMANCE WITH LOCAL CODES! VENTS SHALL BE OPEN TO THE EXTERIOR AND BE OF NONCLOBEABLE DESIGN. 3. CIRCUITS SHOULD BE A MINIMUM 15 AMP, 115 VOLT. GRADE LEVEL CRAWL SPACE NOTE 2 EXHAUST (10' FROM OPENINGS INTO CONDITIONED SPACES OF BUILDING) 1 12' MIN. ABOVE ROOF rROOF BRACE 3 ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF VENT FAN : NOTE 3. ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF WARNING DEVICE : NOTE 3. • I+— SUPPORT r+1 SOIL -GAS -RETARDER MEMBRANE SEALED AGAINST J WALL AND AROUND PENETRATIONS (MIN. 6-MIL POLYETHYLENE SHEETING OR EQUIVALENT) 7 PERFORATED DRAIN TILE= NOTE I CONC. FOUNDAT ON (SEE TYP. WALL SECTION ON PL ANS) CRAWLSPACE SUB -MEMBRANE DEPRESSURIZATION SYSTEM STRAPPING 3'-4' DIA . VENT PIPE (PVC OR EQUIVALENT) SEAL MEMBRANE AROUND PIPE PENETRATION A JOINNG SHEETS OF MEMBRANE OVERLAPPED AND SEALED-( 44 1 1 PVC T-FITTING (OR EQUIVALENT) TO SUPPORT VENT PIPE CRAUm SPACE RADON MITIGATION IN ADDITION TO THE CRAWL SPACE SEALING REQUIREMENTS, ONE OF THREE RADON MITIGATION METHODS SHALL BE IMPLEMENTED, METHOD N - MECHANICAL VENTILATION (AF103.5, EXCEPTION) • PROVIDE AN APPROVED MECHANICAL CRAWL SPACE VENTILATION SYSTEM DESIGNED FOR CONTINUOUS OPERATION WITH THE CAPACITY TO EXHAUST A MIN. OF 1.0 CFM FOR EACH 50 SQ. FT. OF UNDER -FLOOR AREA. METHOD "2 - PASSIvE SUB -MEMBRANE DEPRESSURIZATION SYSTEM (AFI03.5.1) • PROVIDE FOUNDATION VENTILATION SYSTEM (SEE FOUNDATION NOTES FOR CRAWLSPACE VENTING) • PROVIDE A SOIL -GAS RETARDER, SUCH AS 6 MIL POLYETHYLENE OR EQUIVALENT (SEE GAS -RETARDER NOTES) • PROVIDE A VENT STACK (SEE VENT STACK NOTES) METHOD "3 - CRAWLSPACE VENTILATIONAND BUILDING TIGHTNESS. • PROVIDE NO LESS THAN ONE NET 5Q. FT. OF CRAWLSPACE FOUNDATION VENT AREA PER EACH 150 SQ. FT. OF UNDER -FLOOR AREA (SEE FOUNDATION NOTES FOR CRAWLSPACE VENTING LOCATION REQUIREMENTS). • OPERABLE LOUVERS, DAMPERS, OR OTHER MEANS TO TEMPORARILY CLOSE OFF VENT OPENINGS ARE NOT ALLOWED TO MEET THE REQUIREMENTS OF THIS RADON MITIGATION METHOD. • DWELLINGS SHALL BE TESTED WITH A BLOWER DOOR, DEPRESSURIZING THE DWELLING TO 50 PASCAL'S FROM AMBIENT CONDITIONS AND FOUND TO EXHIBIT NO MORE THAN 5.0 AIR CHANGES PER HOUR • INSTALL A MECHANICAL EXHAUST, SUPPLY, OR COMBINATION VENTILATION SYSTEM PROVIDING WHOLE -BUILDING VENTILATION RATES AS PER TABLE NII0L1(3). IliNOLE-NOUSE VENTILATION' RECt1T. (cfm) FLOOR AREA NUMBER OF BEDROOMS (FT.°) 0-1 2-3 4-5 6-1 51 < 1,500 30 45 60 15 cup) 1501-3,000 45 60 15 90 3001- 4,500 60 15 90 __105 105 120 4,501-6,000 15 90 105 120 195 6000-1500 90 105 120 135 qy >1500 105 120 135 160 . inc, TABLE N1101.1(3 SLAB-ON-GRADE/BASEMENT RADON MITIGATION A PASSIvE SUB -SLAB DEPRESSURIZATION SYSTEM SHALL BE INSTALLED DURING CONSTRUCTION IN BASEMENT OR SLAB -ON -GRADE BUILDINGS. FOLLOW THE NOTES HERE REGARDING BUILDING TIGHTNESS MEASURES AND ASSEMBLE THE FOLLOWING ELEMENTS OF THIS MITIGATION SYSTEM_ • PROVIDE A RADON VENT PIPE EXTENDING FROM A GAS PERMEABLE LAYER BENEATH THE SLAB FLOOR SYSTEM, THROUGH THE FLOORS OF THE DWELLING AND TERMINATING AT THE ROOF. • SEE NOTES REGARDING VENT PIPE, SOIL -GAS -RETARDER AND SLAB SUBFLOOR PREPARATION. SLAB SUB -FLOOR PREPARATION • A LAYER OF GAS -PERMEABLE MATERIAL SHALL BE PLACED UNDER ALL CONCRETE SLABS AMP OTHER FLOOR SYSTEMS THAT DIRECTLY CONTACT THE GROUND, AND ARE WITHIN THE WALLS OF THE LIVING SPACES OF THE BUILDING. THE GAS -PERMEABLE LAYER SHALL CONSIST OF ONE OF THE FOLLOWING: I. A UNIFORM LAYER OF CLEAN AGGREGATE, A MINIMUM OF 4 INCHES THICK. THE AGGREGATE SHALL CONSIST OF MATERIAL SMALL ENOUGH TO PASS THROUGH A 2' SIEVE AND BE RETAINED BY A 1/4' SIEVE. 2. A UNIFORM LAYER OF SAND (NATIVE OR FILL), A MINIMUM OF 4 INCHES THICK, OVERLAIN BY A LAYER OR STRIPS OF GEO-TEXTILE DRAINAGE MATTING DESIGNED TO ALLOW THE LATERAL FLOW OF SOIL GASES. SOIL -GAS -RETARDER • THE SOIL IN CRAWLSPACES SHALL BE COVERED WITH A CONTINUOUS LAYER OF MINIMUM 6-MIL POLYETHYLENE SOIL -GAS -RETARDER THE GROUND COVER SHALL BE LAPPED A MINIMUM OF 12 INCHES AT JOINTS AND SHALL EXTEND TO ALL FOUNDATION WALLS ENCLOSING THE CRAWL SPACE AREA. • THE SHEETING SHALL FIT CLOSELY AROUND ANT PIPE, WIRE OR OTHER PENETRATIONS OF THE MATERIAL. • ALL PUNCTURES OR TEARS IN THE MATERIAL SHALL BE SEALED OR COVERED WITH ADDITIONAL SHEETING. VENT PIPE (RADON) • A PLUMBING TEE OR OTHER APPROVED CONNECTION SHALL BE INSERTED HORIZONTALLY BENEATH THE SOIL -GAS -RETARDER SHEETING AND CONNECTED TO A 3" OR 4' DIAMETER FITTING WITH A VERTICAL VENT PIPE INSTALLED THROUGH THE SHEETING. • THE vENT PIPE SHALL BE EXTENDED UP THROI V,H THE BUILDING FLOORS TO TERMINATE AT LEAST 12 INCHES ABOVE THE ROOF SURFACE IN A LOCATION AT LEAST 10 FEET AWAY FROM ANY WINDOW OR OTHER OPENING INTO THE CONDITIONED SPACES OF THE BUILDING THAT 15 LESS THAN 2 FEET BELOW THE EXHAUST POINT, AND 10 FEET FROM ANY WINDOW OR OTHER OPENING IN ADJOINING OR ADJACENT BUILDINGS. • IN BUILDINGS WHERE INTERIOR FOOTINGS OR OTHER BARRIERS SEPARATE THE SUB -SLAB AGGREGATE OR OTHER GAS -PERMEABLE MATERIAL, EACH AREA SHALL BE FITTED WITH AN INDIVIDUAL VENT PIPE. • MULTIPLE VENT PIPES SHALL CONNECT. TO A SINGLE VENT THAT TERMINATES ABOVE THE ROOF OR EACH INDIVIDUAL VENT PIPE SHALL TERMINATE ABOVE THE ROOF. • ALL COMPONENTS OF THE RADON VENT PIPE SYSTEM SHALL BE INSTALLED TO PROVIDE POSITIVE DRAINAGE TO THE GROUND BENEATH THE SLAB OR SOIL -GAS-RETARDER. • RADON VENT PIPES SHALL BE ACCESSIBLE FOR FUTURE FAN INSTALLATION THROUGH AN ATTIC OR OTHER AREA OUTSIDE THE HABITABLE SPACE, OR AN APPROVED ROOF TOP ELECTRICAL SUPPLY MAY BE PROVIDED FOR,. FUTURE USE FOR A POUIERED RADON VENT FAN. • ALL EXPOSED AND VISIBLE INTERIOR RADON VENT PIPES SHALL BE IDENTIFIED WITH AT LEAST ONE LABEL ON EACH FLOOR AND IN ACCESSIBLE ATTICS. THE LABEL SHALL READ: 'RADON REDUCTION SYSTEM.' POWER SOURCE REQUIREMENT • TO ACCOMMODATE FUTURE INSTALLATION OF AN ACTIVE SUB -MEMBRANE OR SUB -SLAB DEPRESSURIZATION SYSTEM, AN ELECTRICAL CIRCUI yl �. IN AN APPROVED BOX SHALL BE(tllt¢rZ.40Ip f !�! r SATED • CONSTRUCTION IN THE ATTIC E LOCATION OF VENT PIPE FANS. ANELECTRICAL SUPPLY SHALL ALSO BE ACCESSIBLE 1144AKTIlriffiF LOCATION OF SYSTEM FAILURE ALARM"). EE COMBINATION FO(k1PATIONb RMIT CENTER • COMBINATION: BASEMENT/CRAWL SPACE OR SLAB-ON-GRADE/CRAWL SPACE FOUNDATIONS SHALL HAVE SEPARATE RADON MITIGATION SYSTEMS IN EACH TYPE OF FOUNDATION AREA. PASSIVE SUB -SLAB AND PASSIVE SUB -MEMBRANE RADON VENT PIPES MAY BE CONNECTED TO A SINGLE VENT TERMINATING ABOVE THE ROOF, OR EACH VENT MAY INDIVIDUALLY CONTINUE TO TERMINATE ABOVE THE ROOF (SEE VENT PIPE NOTES). COPYRIGHT © 2011 ALAN MASCORD DESIGN ASSOCIATES, INC. rR A O N C. T E PROJECT MANAGER. DRAWN 06/11/11 JRE • SHEAR WALL SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) ♦ N IjJ I— 0 Z 4, (1)2XD.F.studs max. l6"0.C. (2) Anchor bolts to be %"e )-bats w/min. 7" embedment Into concrete. Secure with RP W-3 or BPS W-3. BPS W'-3 requires on additional std. cut washer. Intermediate studs naffed 0 12' O.C. (4) Framing 0 adjoining panda to be 3x nominal or wider, winding staggered. (5) 0.131"e X 2y" F. RH P-nail may be replaced with tumble X 2x1' common null « 0.113'e X What dip or tumbled galvanized box nail. (6) 0.148'0 X 3' F. RH P-nall may be replaced with 0.1480 X 3" common null or a126 e X 3" hot dip or tumbled galvanized box non. (7) "F. RH. P-nar- designates a full round -head power nail. (8) Minimum 4X6 0 • HOLDOWN SCHEDULE • MARK (9) SIMPSON MODEL# FASTENERS CAPACITY (LBS.) NOTES MARK ANEL THICKNESS NESS (BPS FASTENERS 8 , ( ) (� SOLE IS NAILING(3) 16d SINKER SILL PLATE NOTES ALLOW LOAD IMdQ No holdown r squired Connect btm. puts to floor rkn fed a C. w/t6e a 4" ac. N/A TYPE O PANEL EDGES SIZE (14) AB SPACING (2) 0 CMST12 x1Bd �• Long (7) common mils of each end. 1 gga For equivalent optima. .w (10) SEIS Al Res err 1%" O.ls1 4 x 2JY F. PH. P-NNL 6" O.C. 6" O.C. 2X 48" O.C. CMST12 x �� Long (16) 16d common nails ot each end. 3.430 Far equivalent options. ails (II) 0 _ 7 r(6 or 19/32" a1J1 e x 2Y1' F. RH. P-NAIL 4" O.C. 4" O.C. 2X 46- O.C. 35p R8 CMST12 x 60" Long (22) 16d common nails of each end. 4,700 F« equivalent apart; sea (12) CMSTI2 x 72" Long (29) 16d common nails al each end. 6,210 �e t iy2 0.131 4 x 2)f' F. fat. P-NNL 2' O.C. 3" 0.C. 2X 3XSOO 13" 0.C. 34" O.C. see (4) 600 © .• each a. post and (9) to mk.. a occur 0 each end of each shearwall & fasten to min. double 2X studs. Wall sheg. shall be edge nailed to each holdown stud. (10) CMST 14 X 36'L w/(8) 16d common each end MST 37 w/(10) 16d common or sinker each end. MSTC40 w/(14) led sinkers each endEquivalent CAST 14 X 6011 w/(22) 16d common or sinkers each end. J ` CMST12 x 90" Long (39) 16d common nab of each ens 4350 `Cv1 �t E 3 v Xor 15/32" a131 6 x 2K' F. RH P-NAL 2" 0.C. 2" 0.C. 3X 22" O.C. see (4) 89B STHD14RJ (30) 16d sink •s 2 ee5 Egliwant an o an H7'i5 6dO 8 HITS (28) 164 sinkers 5,090 apart 5 -5 X w 1. on o) SOSawa • yt if((11) Or 1 EA. SIDE 0.131 4 x or F. RH. P-NAIL 3' O.C. 3' O.C. DBL 2X 3X 20" O.C. 20' O.C. see (4) MST48 w/(16) 16d commons 0 each end. MSTC52 w/(22) 16d sinkers each end. (12) COAST 14 X 721. w/(29) Ted common or sinkers each end. MST60 w/(23) 16d common each end. MSTC66 w/(32) 164 sinker each end. (13) May use en HHDQ14 in place of HDU-14. (14) 3X plate required where shown on foundation plan. 03/07/14 4.110 HDU-8 (20) SDS16' x or screws, SBy24 7.870 Nln. (3) 2x Or 6; rilh Huai nailed together r/16e etnkr O 6' 0.C. ifs" r 1%2" EA. SIDE 0.131 4 x 2Y.' F. RH P-NAIL 2' 0.C. 2.5' 0.C. 3X 16" O.C. see (4),(8) 1280 i2H0 HDU-11 l'O A) 30 threaded ran A.B. w/ 7Yr'x2K'xii'pate « DPI bean. (2) nutsh 10' ttg. 9,'}u 6xe,poxt r.y'a sOxsaXts seep ftg. it min. rand. 0 se none bolt. toss` EA. SIDE a146 4 x 3" F. �' P-NAIL 2" O.C. 2" O.C. 3X 13" O.C. see 4 , 8 (4).0) ) ( ) • HDU-14 see (13)36X36XIY (38) SDS 15' X 2)j' s«sws, 1'e A307 Inrecoed rod A.B. w/ 2A'x26t.in°plote « 9P1 bin. (2) nembe6ln f0' Its u.446 6x6 poet need.15�0 Heavy hex nut r.da.9 d.ep min. tt . mat O era. anchor bolt. - 1 540 r EXTEND INTERIOR SHEARWALLS TO ROOF SHEATHING, SEE TYP. INTERIOR ROOF DETAILS 0 MASTER BR. 3 I i I I 1 I L J PLEASE NOTE: THE TOP OF EACH SHEAR WALL MUST BE CONNECTED TO THE ROOF SHEATHING OR FLOOR SHEATHING- THE BOTTOM OF EACH SHEAR WALL MUST BE CONNECTED TO THE FLOOR SHEATHING OR FOUNDATION. SEE TYPICAL CONNECTION DETAILS FOR APPROPRIATE CONNECTION. UPPER FLOOR PLAN SCALE :1/4' • 1'-0' v8 I <4133 O 8 4' EXTEND SHEAR WALL THROUGH INTERSECTING WALL DINING ALIGN HD. • THIS END WMOLDOLLN BELOW a • FRAMING CLIP SPACING SCHEDULE O.C.• MIIMIlle LTPF,A35: 8d COMMON X ){'LONG NAILS. LS50, L50:10d COMMON X 3'LONG NAILS. SHEAR WALL FRAMING CLIP OPTIONS LTP4 A35 LS50 L50 Q 18" 20" 27' 20" 14' 15" 20" 15' 8' 9" 12" 8' A� /G\ 5.5' 6" 8' 6' / r \ 10" 11' 14' 10' 8" 8• 71 8" A. 6.5" 7" 9" 7" LEGEND • APPROX. HOLDOWN LOCATIONS = SHEAR WALL LOCATIONS O DETAIL REFERENCE TAG 3X SILL PLATE REQUIRED (272XDBL. 2X SILL PLATE REQUIRED R r� I XX ) SHEAR WALL UNE O LOAD FROM ABOVE ® DOUBLE 2x6 V.N.O. LIVING KITGI-4EN / FAMILY' 1 ID - r MAIN FLOOR PLAN SCALE :1/4' • 1'-0' Ain (M4I GENERAL NOTES (1) All fasteners exposed to weather shall be galvanized. (2) All exterior walls shall be built to "S" shearwall requirements as a minimum. (3) Sheathing on shearwalls shall not be interrupted by any wall butting into shearwall. (4) Builder to verify Installation requirements for all hardware connections per manufacturer. (5) All floor system lumber to be Installed with maximum moisture content of 16%. (6) All hardware & fasteners in contact with P.T. lumber shall be stainless steel, Z—mox or hot dip galvanized. (7) Nail dimensions: 8d common = 0.131x2.5 10d common = 0.148x3 16d sinker = 0.148x3.25 16d common = 0.162x3.5 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON HD. LARGEST OF THE (2) HD'S • CORNER • FOUNDATION WIND & MOUS LARGEST OF THE (2) SLUM STRAPS • CORNER 2012 IBC (212X OR LARSEN (DEPENDING ON • UPPER FLOOR COMBINED HOLDODUN 'S CORNER SCALE: 3/4' • 1'-0' 3x fe Y REC. ROOM ALIGN W/ HD. ABOVE ALIGN HD. • THIS END WMOLDOU.N ABOVE f ALIGN HD. • THIS END WMOLDOWN ABOVE redeou .opyixh1 Aar. u..: ' < r'0 tAu4 COPYRIGHT Nora loam GAR GUsimeMUSiAPPEARIRfin) / - MSiQSEALCALCGIt WRAP STRAP AROUND BM. OR DBL. JBT. • • A sr is J L -J 1e • EXTEND SHEAR WALL THROUGH INTERSECTING WALL 1 LOWER FLOOR / FOUNDATION PLAN SCALE/4' • 1'-0' D14-0259 1- z •3 TIES • 10' O.C. (3) % EACH BIDE 1 • �4 II N N N • N ROUELL M H: 85 .: C SETS. CAT.: D ZIP: 9E1188 H` MN H/3.5 atilt Otor I EXPIRES MAt21, 2 16 SIMFPSOJ T1STA36' EA. SIDE, (4)-TOTAL 2X CRIPPLE WALL OVER HEADER W/ 115' SPLICE ---• JOINT W/ CONT. NAILING HEADER (CONTINUOUS) CONTINUE HEADER TO BLDG. CORNER 4 NAIL Si -LEANING TO HEADER W/ 0.148'• x 21A' F. RH. P-NAILS • 3' 0.C. DOTH WAYS GARAGE 15/32' APA-RATED SHTH'G FROM , FASTENS INGLE D PER SHE A EER SCHEDULE SPECIFICATIONS AND NOTES BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATIONS 4 NOTES (RESAR 60 GRADE SEE 61-EAR SCHEDULE AND NOTES FOR HOLDDOLLN SPECS 4 PANEL WIDTH TES PLAN VIEW OF STEM WALL 5 REBAR W/ 24' HOOK TOP 4 BOTTOM • CORNERS MN. 12'x12' CONT, FOOTING • GARA 'F DOOR W/ (4) e4 CCNT. NARROW SHEAR PANEL NO SCALE (REDUCES PANEL HGT.) BAR 'M' VERTICAL (e 4.4•16'0.C. V HORIZONTAL =_: 3' CLR 0i1.@-ryIAM RESAR 'N' LAP 48 DIA W/ RESAR T7' APPLY EMULSION WATERPROOFING PER MFR SPEC'S PRIOR TO BACKFILL OF WALL •4 • 10' 0/C CONT. HORIZ. BACKFILL WALL W/ FREE -DRAINING GRANULAR MAT. FULL WIDTH OF HEEL 34 PERE. PIPE W/ FILTER FABRIC • BAR '0' HORIZONTAL INSTALL SLAB BEFORE BACKFILLING CIO 3' CLR Pc • 3,000 P51 Fy • 60,000 PSI SBP = 1,500 PSF ;thzir 39 PSF EQUIVALENT FLUID PRESSURE RETAINING WALL DESIGN 44 A C BAR 'M' BAR 'M' BAR '0' 51-4e 1'-4' 9,-4r 10 -4' 10' 1'-2' I'-8' 2'-0' 10' 1 -2, P-8' 2'-0' 2'-4' 3'-0' 4,-0' 4'-8' •4 • 18' 0.C. 04 • 16' O.C. 5 • 9' O.C. 5 • 9' O.C. 04 • 18' O.C. •4 . 16' 0.C. e4 • 18' O.C. •4. 18' O.C. •4 • 18' O.C. •4 • 18' O.C. •4 • 18' O.C. 04 • 18' O.C. THE OWNER/BUILDER MUST CONFIRM THAT THE SITE SPECIFIC CONDITIONS AND REQ'MTS MEET THE DESIGN PARAMETERS OF THIS RETAINING WALL. PLEASE DIRECT ALL INQUIRES TO THE CONTACT INFORMATION PROVIDED ON THE ATTACHED RETAINING WALL DE CALCULATIONS RETAINING/ LL R2/ SCALE , 1/2' • 1'-0' MAR 2 0 2017 4ERMV1/1 CENTER • COPYRIGHT © 2013 ROWEL ENGINEERING RWWSV 0 Z W LLI J Z Z O LAJ cr Il U tin VO O 1-4 DRAWN 05/29/14 JLY REV1 09/15/15 SNA 25# SNOW LOAD UIL U. 000 cn• ol N N N r` eD O 2 CO ¢ a 0 00O 00_j LLOw U. WLTJ a<0 DSO 2663 SO. FT. SUB -TOTAL GARAGE AREA • 390 SQ. FT. 2197A L1 b5^ �' 2' CD-X Pt.YWP. ROOF SI-IEATWINCz SHEATHING TO MATCH WALL BELOW 'SIMPSON' AY -JP • EACH BLOCK (OR 16' O.G.) CLG. JST. SHEATHING (SEE SCHEDULE) TYPICAL SHEAR WALL DETAILS 2 X STUD WALL (PER SPECS OF WALL BELOW) SOLID BL.K'G 2 X STUD WALL Interior shearwall parallel to trusses Scale: 3/4" = 1'-0" co v 2 Sheathing, Beveled blocking. 8d's @ 3" o.c. Top chord. Edge nailing. Sheathing to match below. Shear nailing. 2x each side of truss. Web blocking. Shear nailing. Bottom chord Edge nailing. Edge nailing. Sheathing. 2 x studs. Interior shearwall perpendicular to trusses Scale: 1" = 1'-0" INTERIOR ROOF DETAILS 2x blocking with shear nailing into top plate. See schedule. Nailing to match shear wall edge nailing requirement. Floor sheathing. Connect joist to blocking with shear nailing. Edge Nailing. Floor joist. 2 x studs. Structural Sheathing. Parallel to joists Well below Scale: 1" �1 2x blocking or joist. Shear nailing, see schedule. Floor sheathing. Nailing to match shear wall edge nailing requirement. Shear nailing, see schedule. 2x blocking. Edge nailing. Structural sheathing. 2 x studs. Perpendicular to joists Wall below Scale: 1" = 1'-0" INTERIOR UPPER FLOOR DETAILS 11 Holdown per location shown. Sheathing, see schedule. Edge nailing. Floor sheathing. Threaded rod per holdown. Framing clip, see schedule. 2x blocking @ 48" o.c. and under holdown studs. P.T. plate, see schedule for size and anchor bolt req. 8" Concrete stem wall. Shear wall @ parallel joists Scale: 1" = 1'-0" ,s• 2x studs Sheathing, see schedule. Edge nailing, see schedule. Shear nailing, see schedule. Floor sheathing. Floor joists. Continuous double blkg. Framing clip, see schedule. P.T. plate, see schedule for size and anchor bolt req. 8" Concrete stem wall. Shear wall @ perpendicular joists Scale: 1" = 1'-0" 2x studs Sheathing, see schedule. Mudsill, see schedule for requirements. Edge nailing. 1=1 1=1 I EIIIII 11111EI1�I Garage slab Sheathing see schedule. 2x studs. Blocking with 8d 3" o.c. Shear nailing. Upper floor edge nailing. 2" max. Sheathing break. 2" max. Lower floor edge nailing. Lower floor staggered edge nailing. 2 x studs Sheathing, see schedule. Floor joists parallel Scale: 1" = 1'-0" Sheathing, see schedule. l� 2x studs. Floor sheathing. Floor joists. Shear nailing. Upper floor edge nailing. 2" max. Sheathing break. 2" max. Lower floor edge nailing. Lower floor staggered edge nailing. — 2 x studs Sheathing see schedule. Floor joists perpendicular Scale: 1" = 1'-0" EXTERIOR UPPER FLOOR DETAILS ILLI 11=111 Scale: 1" = 1'-0" SHEATHING SEE SCHEDULE (4) 16d each side. Beveled blocking at brace. L30 clips at blocking. Boundary nailing into lookouts or blocking adjacent to brace. 8d commons @ 6" o.c. — Blocking with shear nailing into top chord. Edge nailing. Sheathing to match wall below. - Framing clip. (see schedule) Edge nailing. Sheathing. 2 x studs GBC clip 2 x 4 angled braces 48" o.c. Gable end truss Scale: 1" = STANDARD CUT IRASHER SIMPSON BPe%-3 BEARING PLATE MUDSILL SEE SCHEDULE &•0 J. BOLT SEE SCHEDULE Standard A.B. Detail Scale: 1.5" = 1'-0" Root sheathing. Root ratter or truss. RBC clip required at blocked diaphragms. (see RBC schedule) Simpson H1 clip @ 24" o.c. Boundary nailing. 8d commons @ 6" o.c. UNO. 2 x blocking. Edge nailing. 2 x stud wall. Sheathing. Ceiling joists or truss. Rafter / Truss at eaves Scale: 1' = EXPIRES MAY 21, _2016 .. RBC SCHEDULE (Roof Boundary Clip) Blocked diaphragms only Req. nailing Clip spacing 8d @ 6" 36" o.c. 8d @ 4" 18" o.c. 10d@4" 12'o.c. 16d@6"o.c. 2 x 4 flat stiffen—\ 2 x 4 angled brace. Stiffener may be omitted if brace is less than 6'. SECT. A•A Scale: 1-1/2" = 1'-0" Sheathing. Boundary nailing into blocking 1-30 clip. Top chord r r� 2 x 4 angled brace D14-0259 (4) 16d blocking to brace. SECT B•B Scale: 1-1/2" = 1'-0" EXTERIOR ROOF DETAILS 2x studs. Floor sheathing. Shear nailing. see schedule. - Sheathing per plan. Edge nailing Cont. 2x rim. Sheathing. Edge nailing. Mudsill, see schedule for requirements. Mudsill anchor bolt. (see schedule for size & spacing.) 11 I-111=1 I1=1 �I I J11111 11 „ corot.i i Nance 106315 Inusl oat wusl let c ‘1,1t1MS1® PEAL • = EllE111 11E111 Floor joists perpendicular Scale: 1" = 1' 0" INTERIOR FOUNDATION DETAILS 2x studs. 2x blocking @ 48" o.c 8d @ 3" o.c. - Shear nailing, see schedule. Sheathing, see schedule. Edge nailing. Cont. 2x rim. Sheathing. Edge nailing. Mudsill, see schedule for requirements. Mudsill anchor bolt. (see schedule for size & spacing.) � II ^EM1t� I I L-1 I I —I I I I I 11 M"� ! 6 2017 -1II—IIII IIEII�E .'ERNI T CENTER " Floor joists parallel LT1 E 1111E111 diln-11 E 111 Scale: 1" = 1'-0" EXTERIOR FOUNDATION DETAILS T CD Z LIJ W —J W0 Z W W W 0 Z W J 4 Er D F 0 D a F N J_ U I 0 Ln 0 DRAWN 05/29/14 JAY REVI 09/15n5 SNA 1::::14 Prilari Filli 1:34 il< 0 0O� ° O C Vv= O ' O ` 3 44. O� 20 SNOW LOAD 111 LL LL LL cod co co CO D, N N N n w 0 0 ,D cc 0¢°0 00..I Lit OLL LL ES W 0-.0 Duo 2663 SO. FT. SUB -TOTAL GARAGE AREA . 390 5O. 2197A LZ © 2013 ROWHL &'lGINEERNG