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Permit D14-0258 - MCCARTER RESIDENCE LOT 6 - NEW SINGLE FAMILY RESIDENCE
MCCARTER RESIDENCE, LOT 6 4812 S 150TH ST FINALED 09/30/21 D14-0258 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0042000147 4812 S 150TH ST COMBOSFR PERMIT Project Name: MCCARTER RESIDENCE, LOT 6 Permit Number: D14-0258 Issue Date: 4/14/2017 Permit Expires On: 10/11/2017 MCCARTER PROPERTIES LLC 3033 NW 70TH ST, SEATTLE, WA, 98117 MICHAEL McCARTER 3033 NW 70 ST , SEATTLE, WA, 98117 M D Z CONSTRUCTION LLC 10307 41ST TRL SE , OLYMPIA, WA, 98513 M DZCO L* 9831J MCCARTER PROPERTIES LLC 3033 NW 70TH ST, SEATTLE, WA, 98117 Phone: (206) 579-7915 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: VALLEY VIEW,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: Water Main Extension: Water Meter: Volumes: Cut: 300 Fill: 200 Number: 0 1 1 Permit Center Authorized Signature: Date: "±1/7 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 and gree to the co eFitions tached to this permit. Signature: i/ Z �—`-. Date: / / Print Name: M krz- %G lq.�'%r ! ►4 Prop, 4r 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 wiih 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 off 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 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 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 TUKTC_.1 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaW A. gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: 02 or o i ce use o oi 01 Is 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.: OD7 �a 040 J'1 Q Site Address: (I It 5 150 St Z. G) Suite Number: Floor: Tenant Name: / PROPERTY OWNER t Name: j>,,ue wafer comA �v(, [c.�,u xvc. � Address: ie.L1 q 1,11144,,E- City: P e I/ev, u p State: tivh Zip: 9g CONTACT PERSON - person receiving all project communication Name: 05/ F,itQN of / Address: I g y q , 15-f,4U2 5F City: '3e JI ev ui, a State: iv✓l Zip: en - Phone: S9Li 3qq3Fax: q .�c Email:resb #@ hi uewut'ercortd`4-ruc4iXw i c.corrt GENERAL CONTRACTOR INFORMATION Company Name: Bbe GUa t'er Canh4-N44,45N,X.14- Address: 1 gilt( 91 sf /j 'e 5E City: o11Pv,Ul p State: tti 4 Zip:7g Phone: j, q 1, 3g43 Fax: Contr Reg No.Qi uFkjkjf gJLLExp Date: /P31, 1 S Tukwila Business License No.: H:WpplicationsWorms-Applications On Line12011 Applications\Permn Application Revised - 8-9-11.docx Revised: August 2011 hh New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Company Name: %n45cer //ec-h eN Architect Name: n,.,N4 /hSco 4 Address: 1365 Am) l 4 City: POr'1"I4,1,0,1 State: 0f Zip: 9% Phonest3 .ads -.crib 1 Fax:So3 p 4225...�1 q3 Email: davvarel e mascor) . GD rn ENGINEER OF RECORD Company Name: Rowe 11 gAi?eer��,. Engineer Name: cofJJ e& ' e t, Address: 130$- N w et, Ate City: rd 4 A, e State: 0g Zip:g7q Phone:3 , d-os , 9J 6, Fax: . . e 9 Email: dBNNet n1 rn,6,0r.a •Go rt2 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) / Name:-Tl'e- LLC Address: 0 3 N Wr-7" 9 -R SL City: L State: A Zip. 7,0i7 Page 1 of 4 I PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 0254XQ Scope of work (please provide detailed information): de, 1 ties 5F,'. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 11 7$ ' floor -Ti 7� floor 6 6 / Garage carport ❑ U Deck — covered uncovered ❑ ioo Total square footage c• 1 ! t 2 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 $ SO° • furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ 3 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) WV fuel type: ❑ electric ❑ gas appliance vent 3 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment r bidet floor drain sink lawn sprinkler system clothes washer shower nn� water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 CITY OF TU 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 office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete iin order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 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\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PUBLIC WORKS PERMIT INFOI, ►TION — 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. .r District Tukwila ❑...Water District #125 ..Water Availability Provided 4S er District Tukwila ❑...Valley View ...Sewer Use Certificate 0...Sewer Availability Provided ❑ .. Highline ❑ .. Renton ❑ .. Renton ❑ .. Seattle Almiskjklin On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. bmitted with Application (mark boxes which aaoiv): .i. ...Civil Plans (Maximum Paper Size — 22" x 34") ..Technical Information Report (Storm Drainage)8,Geotechnical Report 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...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 .1k.,..Total Cut ...Total Fill cubic yards cubic yards .Sanitary Side Sewer Cap or Remove Utilities ❑ ...Frontage Improvements 19,:.Traffic Control .Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ :..Permanent Water Meter Size... 1�t " ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public 0 ❑❑ 0 ❑ ...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 . Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line WO # WO# WO# Private 0 Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrcunding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly ice Billin1gto: Name: 0Q (,t�l14'er (,-livc-Lt / NC. Mailing Address: I -1-f %01 {sf 4P 5E Water Meter Refund/Billing: Name: BJUA tka-Fee (0, 5-41't)cf ttn, Z,...C,. Mailing Address: I Sy q %d 15 `{ ,4 5g Day Telephone: ee/(evwe City Day Telephone: Yes �� 3 9 93 (J s 6 e11evu-& City y,z$ 8qq, 3qq3 (ask) wA gQoQS' State Zip A 9gas- State Zip H:\Applications\Forms-Applications On L ne\2011 Applications1Pertnit Application Revised - 8-9-11.docx Revised: August 2011 bh Page3of4 PERMIT APPLICATION NOTES - Value of Construction — hi all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O A CTHO�GEA� Signature: C, Date:?1 6 i Print Name: Josh r ` �r' e5/tI`I N,1 Day Telephone: y0 5951 39'93 Mailing Address: 1 D y 9 I r sf e 5 8pI/y'vc, k' .0 00S /' City State Zip H:1ApplicatianslFonce-Applications On Linci2011 Appiicatimuni'cmd Application Rcviscd - 8-9-11.dacx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME McCarter Residences (La( 4) PERMIT # D14-0258 (& 4CIZ- S I50•41" 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 .$-gt. 25eo Erosion prevention $4011.OQ. 3 boo Water/Sewer/Surface Water $20,000.00 Road/Parking/Access $15,000.00 A. Total Improvements 411000 04C1.- 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. /oz5 r 9'1'75:0tY 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) $ !OZ5 CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER 5. Enter total excavation volume Enter total fill volume 300 cubic yards 200 ✓ cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. $250 (1) QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 -- 101 — 1,000 S37.00 1,001 — 10,000 S49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS S24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 S269.75 for 1ST 100,000, PLUS S13.25 for each additional 10,000 or fraction thereof. 200,001 or more S402.25 for 1 Sr 200,000, PLUS S7.25 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) $ f 3t2'' •1,462, .0 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 MULL. CORRECTION b114-071c76 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees $ 1025 1,17400 (6) (<107.) $ 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. 6. Permit Issuance/Inspection Fee (B+C+D) 7. 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. 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 $ 54 g- (9> 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* Water Meter — Water only* Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al D. E. Total A through E 0 -r,16,,oiu.uu— - $0.00 $0.00 $ G,70-7...10-(9) 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 $ /p/3I. Other Fees IS Total A through I $ /D /,3 — / o.00 (10) 13. DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 2 j 4.51 8,020.00 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 $60,00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.201 31.2015 Total Fee 0.75 S625 $ 005 $6630 1 S1125 " 'S,012.50 $16,137.50 1.5 S2425 $325 $32,450 2 S2825 $48,040-------..„ S50,865 3 S4425 / 596,080 100,505 4 S7825 / $150,125 157,950 6 S12525 $300,250 S312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" S1,500 3 Clear Form Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY PAID PermitTRAK $9,710.09 D14-0258 Address: 4812 S 150TH ST Apn: 0042000147 $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 R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 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 R000.345.830.00.00 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 R104.345.840.00.00 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: R11273 $9,710.09 Date Paid: Friday, April 14, 2017 Paid By: MCCARTER PROPERTIES LLC Pay Method: CHECK 1094 Printed: Friday, April 14, 2017 11:30 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY 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 TOTAL FEES PAID BY RECEIPT: R2806 R000.345.830.00.00 0.00 $2,115.17 $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 City of Tukwila Department of Community Development 9/3/2019 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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: D14-0258 6300 Southcenter Boulevard Suite #/00 • 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. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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, W-JA Bill Rambo Permit Technician File No: D14-0258 6300 Southcenter Boulevard Suite 14100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director July 18, 2018 Mike McCarter McCarter Properties LLC 3033NW70thSt Seattle, WA 98117 RE: Request for Extension #3 Permit Number D16-0258 Dear Mr. McCarter, This letter is in response to your written request for reopening expired Permit D14-0258. 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 grantingan extension to the permit through January 18, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, -tue'R.X Bill Rambo Permit Technician File: Permit No. D16-0258 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • .Website: TukwilaWA.gov r Bill Rambo From: Sent: To: Subject: Dear Bill, Mike McCarter <sendmikeamessage@live.com> Tuesday, July 17, 2018 1:29 PM Bill Rambo Re: Building Permit Extension Request for #D14-0258 I noticed that I never got my an extension response to this request and I see now from my sent items that I had your address wrong! Can you please consider renewing this building permit? My apologies for this mistake. v -Mike From: Mike McCarter <sendmikeamessage@live.com> Sent: Saturday, June 16, 2018 12:37 PM To: Mike McCarter Subject: Building Permit Extension Request for #D14-0258 To: Bill Rambo, Permit Technician Request for Extensior # 3 Current Expiration Date: Extension Request: Approved for �C"L days : Yenied (provide explanation) h� � C__ Dear Bill / Signature . riitials In response to your May 1st, 2018 letter, I would like to respectfully request an extension to building permit#D14- 0258 issued to McCarter Properties LLC and currently set to expire on 6/24/2018. The project is no longer delayed waiting. for Seattle City Light as they have now sent me an approved electric design (attached). Per our other mail, I have still made some progress on this project and the adjacent property is approved through October 11th. I am confident that I will continue to make meaningful progress forward on both of these projects over the summer months and will greatly appreciate your extension. Please let me know if you have any questions and feel free to call me at 206.579.7315 if you would like to discuss further. Sincerely, -Mike Mike McCarter McCarter Properties LLC 3033 NW 70th St Seattle WA 98117 RECEIVED CITY OF TUKWILA JUL 17 2018 PERMIT CENTER CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. i City of Tukwila Department of Community Development 5/1/2018 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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 6/24/2018. 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 fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/24/2018, 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: D14-0258 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 October 9, 2017 Mike McCarter McCarter Properties LLC 3033 NW 70th St Seattle, WA 98117 RE: Request for Extension #1 Permit Number D14-0258 Dear Mr. McCarter, This letter is in response to your written request for an extension to Permit D14-0258. 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. DI4-0258 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 to discuss further. Sincerely, -Mike Mike McCarter McCarter Properties LLC 3033 NW 70th St Seattle WA 98117 ( Request for Extensio: # 1 Current Expiration Date: 0 - 11 - ( 7 Extension Request: V_ Approved for r'( days _1 Denied (provide explanation) Signature/Initials RECEIVED CITY OF TUKWILA OCT 0 6 2017 PERMIT CENTER 1 City of Tukwila Department of Community Development 8/31/2017 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Permit No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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 10/11/2017. 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: D14-0258 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. D14-0258 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 September 20, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, c rEr^�O L Bill Rambo Permit Technician File: Permit No. D14-0258 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Al,r- 0 4- ; &� (r4c' J 0; ec- L b/qo6 0 A) /Kr ° /Vy /%7-e/-5 A" -4- C On-L �► M 4- 4 z #14 01 A, zyz/airf o Ned 76 Ay, K, A -A ez, 76,( / 1� r �� L, tr/Lcl )Y° ;5f)ki' 7Z-y,dc 0 >44 (A - Request for Extension # Current Expiration Date: Extension Request: Approved for _ days J Denied (provide explanation) RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Signature/initials 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 20 2017 PERMIT CENTER Subject: Summary of Corrections & Attachments for Project D14-0258 and D14-0259 CORR€C ` GN LTR# 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 (Al Metzer) 1. Length of fire apparatus turnaround and driveway improvements were reviewed with Don Tomaso on August 10th 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) tM- O2Js' • 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 geotec:hnical 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. Michael McCarter F) Reply I V ® Delete Junk I v ••• X 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 RE: McCarter Property - South 150th Street DT Don Tomaso <Don.Tomaso@TukwilaWA.gov> Wed 8/10, 7:21 PM You I n box e IRECEIVEDReply I MAR 21 2017 TUKWILA Mike, PUBLIC WORKS 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. RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER CORRECTION "You can't live a perfect day without doing something for someone who will never be able to repay you." John Wooden 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 1/2 4) Reply J v ® Delete Junk' V ••• X From: Mike McCarter [mailto:sendmikeamessage@Iive.com] Sent: Wednesday, August 10, 2016 12:15 PM To: Don Tomaso Subject: McCarter Property - South 150th Street Hi Don, ! 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. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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, rkuj, ti Rachelle Ripley Permit Technician File No: D14-0258 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. D14-0259 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 D 14-0259. 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, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, R-c4,1 Bill Rambo Permit Technician File: Permit No. D14-0259 W:'Pernnit Center\Extension Letters\Applicatio ns\2014\D14-0259 App Extension Letter #4.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Sent: To: Cc: Subject: Dear Mr. Pace, Mike McCarter <sendmikeamessage@live.com> Monday, September 19, 2016 9:51 AM Jack Pace Bill Rambo Request for Application Extension for #D14-0258 and #D14-0259 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: • N Approved for 1 ) days Denied (provide explanation) Signature/Initials RECEIVED CITY OF TUKWILA SEP 19 2016 PERMIT CENTER 1 City of Tukwila Department of Community Development 8/2/2016 MICHAEL McCARTER 3033NW70ST SEATTLE, WA 98117 RE: Permit Application No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 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, I� Rachelle Ripley , Permit Technician File No: D14-0258 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. D14-0258 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 September 20, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, *t'Y/1 /,l Rachelle Ripley Permit Technician File: Permit No. D14-0258 W.•\Permit Centet\Extension Letters\Applications\2O14\D14-0258 App 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. Sincer I Mike McCarter RECEIVED Community Development Request for Extension # 2- Current Expiration Date: )O( i(a Extension Request: Approved for / days ET u Denied (provide explanation) Signature/Initials 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. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 S 150TH ST Dear MICHAEL MCCARTER: Permit application D14-0258 for the work proposed at MCCARTER RESIDENCE, LOT 6 (4812 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, thteVk L Rachelle Ripley Permit Technician File No: D14-0258 Tukwila City Hall • 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. D14-0258 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, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0258 W:Vermit CenterAExtension Letters\Applications\2014\D14-0258 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 # 2 Current Expiration Date: 7,5- Extension Request: Approved for days Denied (provide explanation) Signature/Initials flerieVED CITY OF KWVILA SEP 2 2015 PERMIT CENTER 1 City of Tukwila Department of Community Development August 6, 2015 MICHAEL McCARTER 3033 NW 70 ST SEATTLE, WA 98117 RE: Application No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 S 150TH ST Dear MICHAEL McCARTER: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0258 for the work proposed at MCCARTER RESIDENCE, LOT 6 (4812 S I50TH 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, 2.0 Bill Rambo Permit Technician File No: D14-0258 Kann c,,,,tr.,.,,vs*,,v n,,,an.,,,r,a c,,;t. 1nn T141 .,;1 iu,...ti;W,,.,,.,, 091uu ')nK A? 1 ?K711 - ')nK 4a 1 ?KA-c 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. D14-0258 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 September 7, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 'gay/ Bill Rambo Permit Technician File: Permit No. D14-0258 W.\Permit Center\Extension Letters4Applications\2014\D14-0258App Extension Letter#1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Co 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 andresource 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 O - a ILA PERMIT CENTER Request for Extension # Current Expiration Date: 3-V-« Extension Request: Approved for f() days Denied (provide explanation) Signature/Initials 7, 1 CITY OF TUKWILA i.;QUEST FOR PUBLIC RECORDS Department of Community Development Permits and Land Use Files THIS FORM IS FOR PERMITS AND LAND USE FILES ONLY. Other City of Tukwila Public Records Requests are handled by the City Clerk's Office. Please contact the City Clerk's Office at 206 433-1800 or TukwilaCitvClerW,Tukwila.WA.gov for assistance. NAME: bo„,„J PI I COMPANY: Q 1A-(r. Pr- c MAILING ADDRESS: 2)11( 1114 Ci SC. CITY/STATE/ZIP: Ad 44- 1 k)ca. PHONE: Z5'Z au FAX: DATE: ! - 2%- IT E-MAIL: !0(14Ai `%jrr.,,LQ INFORMATION/RECORDS YOU ARE REQUESTING: Original Occupant: I", c L n 1. tip-ti-l- e3 Current Tenant Name: Site Address: S, l .5 01. S \r i C, (S( 4(1 iTc Bldg Permit/Plans 0 Mechanical Permit/Plans 0 Plumb/Gas Pipe Permit/Plans* Date Range: Date Range: Date Range: Permit #(s): Permit #(s): _ Permit #(s): ❑ Electrical Permit/Plans** 0 Land Use File 0 Other: Date Range: Date Range: _ Date Range: Permit #(s): Permit #(s): Permit #(s): * Plumbing permits/plans prior to April 2006 are kept with King County Records (206 296-6696). ** Electrical permits/plans prior to April 2007 are kept with Labor & Industries (206 835-1000). REQUEST FOR PUBLIC RECORDS WILL BE RESPONDED TO/ACKNOWLEDGED WITHIN FIVE WORKING DAYS (RCW 42.17.320). There will be a $0.15 cents per page charge for 8 'A x 11" and 8 'A x 14 and $0.30 cents charge for 11" x 17". Oversized items will be assessed additional fees (RCW 42.17.260). Payment can be made by check, exact cash, or credit card (MasterCard or Visa only). PLEASE DESCRIBE IN AS MUCH DETAIL AS •OSSIBLE WHAT YOU ARE LOOKING FOR OR EED COPIES OF: I14_ D)-& 14 02_,K1 FOR OFFICE USE ONLY RECEIVED CITY OF TUKWILA JAN 27 2015 PERMIT CENTER IB'COMPLE'FE DATE RECEIVED: 1 -�'' (5- STAFF INITIALS: (4.)k City of Tukwila Department of Community Development December 5, 2014 JOSH FRIEND 1849 121 AVE SE BELLEVUE, WA 98005 RE: Application No. D14-0258 MCCARTER RESIDENCE, LOT 6 4812 S 150TH ST Dear JOSH FRIEND: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0258 for the work proposed at MCCARTER RESIDENCE, LOT 6 (4812 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, Bill Rambo Permit Technician File No: D14-0258 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 D14-0258 MCCARTER RESIDENCE, LOT 6 - 4812 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. 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 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 6) at 4812 S. 150th Street TL no. 004200-0147 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 D14-0259. 2. Provide a completed Traffic Concurrency Certificate Application for this Building permit (or) Building permit no. D14-0259. 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. D14-0259. 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. D14-0259. (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. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0258 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0-r / / ,//1 1, / (/ y i 17; i:T / ,caw•i t t.- 1 Buiing Height AV I ) ' 1; // \.\I , / 1 (': ^i y I I CP a II n; �� I I ti ��m \f �� � �" I ' b n / ti r. IN.. _ J B• Irt, .\ 4. \ \)V .,.•1. \, / Lot 6 — House A '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 Cal _ = 21E .'II pf7 ( 2.17' < k:'''PLIANCE APPROVED APR 0 4 2017 Lot 7 = 240.00' 'B' = 235.03' 'C' = 236.17' 'D' = 241.80' City of Tukwila @IBG DIVISION 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 -F?_B> FSV16n92' (3.08'<max hei i \ TUKWILA MAR 2 0 2017 PERMIT CENTER COF+IECTI^ N LTR# t 'k72-7K r."7„. 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 AR 0 4 2017 City of Tukwila BUILDING DIVISION RECEITtir" AUG 12 2014 PUBUC WORKS RECEIVED CITY OF TUKWILA AUG 072014 PERMIT CENTER 91(4 0 161 In 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. (It appears that there have been no changes to this exemption since the previous submission.) CORE REQUIREMENT #4: Convevance 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 outfall on a regular basis and after large storm events. Any required repairs and/or additions to the outfall 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 ALAN r L.' DESIGN ASSOCIATES, INC. OPTION PLAN 2197A FOR INL c C }UI'IE.R REVIEWED FOR CODE COMPLIANCE APPROVED RESIDENCE APR 04 Zo„ LOT 6 GRAVITY LOADS BASEID TO 2012 IRC FLOOR ROOF CEILING DECKS EXITS/STAIRS City of Tukwila BUILDING DIVISION 40# LIVE, 10# DEAD RECEIVED 25# SNOW CITY OF TUKWILA 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) MAR 2 0 2017 20# LIVE, 10# DEAD 40# LIVE, 10# DEAD PERMIT CENTER 100# TOTAL LOAD B EAJVI GORAECTION CALCULATIONS `TRH- D'ILV)2W ALAN MASCORD DESIGN ASSOCIATES, INC. 1305 N.W. 18TH AVE. PORTLAND, OR. 97209 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 Live Load Dead Load Total Load Bearing Length A B 150 Ib 75 Ib 121 Ib 64 Ib 271 Ib 139 Ib 0.29 in 0.15 in BEAM DATA Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch Side One: 7 :12 Roof Pitch Side Two: 7 :12 Roof Duration Factor 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-lb 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: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: • Q Rea'd Provided 3.05 in3 13.14 in3 1.35 in2 10.88 in2 3.38 in4 47.63 in4 315 ft-lb 1360 ft-lb 186 Ib 1501 Ib im Holly Linendoll 1�f 1 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:01 PM page of LOADING DIAGRAM ROOF LOADING Side One: Roof Live Load: Roof Dead Load: LL = 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)] 5.5 IN x 11.5 IN x 15.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 54.3% Controlling Factor: Moment 1■ Holly Linendoll Alan Mascord Design IN 1305 NW 18th Ave '.0:. Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:03 PM page of DEFLECTIONS Center Live Load 0.14 IN U1267 Dead Load 0.11 in Total Load 0.26 IN L/703 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 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 )SEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Cente 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 -1= 625 psi Adiusted Fb' = 875 psi Fv' = 170 psi E' = 1300 ksi Fc -1' = 625 psi Controlling Moment: 5729 ft-Ib 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 Toads 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-Ib 8840 ft-Ib Shear:-1344 Ib 7168 Ib LOADING DIAGRAM 15ft 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 NDS)] 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 Span Length Center 7 Unbraced Length -Top 0 Unbraced Length -Bottom 7 Live Load Duration Factor 1 Notch Depth 0 ft ft ft .00 .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' = 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 - -1-' = 625 psi Controlling Moment: 1479 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: 710 Ib At a distance d from left 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: 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 • 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 LOADING DIAGRAM 7ft 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 Holly Linendoll �� Alan Mascord Design 1305 NW 18th Ave 40: _ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:09 F'M page of DEFLECTIONS Center LOADING DIAGRAM 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 1 TR1 REACTIONS A B Live Load 1102 Ib 2069 Ib Dead Load 783 Ib 1565 Ib Total Load 1884 Ib 3635 Ib Bearing Length 0.86 in 1.66 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 --._.._ _ ::_ —g sft UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 7 plf Total Uniform Load 7 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.1 to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 2693 ft-Ib 2.85 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2543 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: Req'd Provided 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 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 4.5 ft Load End 4.5 ft 5 ft Load Length 4.5 ft 0.5 ft Section Modulus: 29.93 in3 49.91 in3 Area (Shear): Moment of Inertia (deflection): Moment: Shear: 21.2 in2 31.08 in4 2693 ft-Ib -2543 Ib 32.38 in2 230.84 in4 4492 ft-Ib 3885 Ib 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 U1863 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 )SEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 6.5 ft 0 ft 6.5 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 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: 2033 ft-Ib 3.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live Toads 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 Toads 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 in2 32.38 in2 Moment of Inertia (deflection): 44.6 in4 230.84 in4 Moment: 2033 ft-lb 4492 ft-Ib Shear: 976 Ib 3885 Ib II. Holly Linendoll ,•1 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:11 PM page 0 LOADING DIAGRAM 6.5 ft B 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)] 5.5IN x 15.0IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 39.9% Controlling Factor: Deflection pEFLECTIONS Center Live Load 0.29 IN U671 Dead Load 0.08 in Total Load 0.37 IN U523 Live Load Deflection Criteria: U480 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 lb 1.55 in 1.55 in jBEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth enter 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 - - = 650 psi Adjusted Controlled by: Fb' = 2395 psi Fv' = 265 psi E' = 1800 ksi Fc - L' = 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: Redd 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-lb 41160 ft-Ib Shear: 4767 Ib 14575 Ib Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _0,': _ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:13 PM page /of UNIFORM 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 1! Holly Linendoll EllAlan Mascord Design 1305 NW 18th Ave �4 0, ;. Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:16 PM 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: U480 Total Load Deflection Criteria: U360 1 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 Camber Adj. Factor 1 Camber Required 0.06 Notch Depth 0.00 :� - _ - —B 7n 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 -1= 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: Req'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-Ib 8438 ft-Ib 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 1111 Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _AziAtoo rriePortland, 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 L/1405 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 952 Ib 1108 Ib Dead Load 273 Ib 310 Ib Total Load 1225 Ib 1418 Ib Bearing Length 0.65 in 0.76 in BEAM 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. -I- 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 Controlling Moment: 3025 ft-Ib 4.77 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads Controlling Shear: -1119 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' = 900 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi on span(s) 2 Span) on span(s) 2 Read 40.34 in3 9.33 in2 71.09 in4 3025 ft-Ib -1119 Ib Provided 63.28 in3 33.75 in2 355.96 in4 4746 ft-Ib 4050 Ib LOADING DIAGRAM 9ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 7 plf Total Uniform Load 7 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 190 plf Left Dead Load 48 plf Right Live Load 190 plf Right Dead Load 48 plf Load Start 0 ft Load End 4 ft Load Length 4 ft Two 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 I. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave ie: _ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:21 PM page 0 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U5253 Dead Load 0.00 in Total Load 0.01 IN U4050 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 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 Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 5 n a 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. ± to Grain: Fc - ± = 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 Toads 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)] 5.5 IN x 10.5 IN x 14.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 22.2% Controlling Factor: Deflection DEFLECTIONS enter Live Load 0.40 IN U440 Dead Load 0.11 in Total Load 0.51 IN L/343 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 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 )BEAMDATA 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 Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = Comp. 1 to Grain: Fc - = psi psi 265 psi 1800 ksi 650 psi Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc - -I-'= 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: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Redd Provided 64.06 in3 101.06 in3 17.61 in2 57.75 in2 434.36 in4 530.58 in4 12813 ft-Ib 20213 ft-Ib -3110 Ib 10203 Ib Holly Linendoll Alan Mascord Design Ell 1305 NW 18th Ave _o _ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:23 PM page 1//of LOADING DIAGRAM 14.5 ft —B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 380 pif 95 pif 13 plf 488 pif 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 DEFLECTIONS Center Live Load 0.04 IN U2882 Dead Load 0.05 in Total Load 0.09 IN L/1300 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 615 Ib 615 Ib Dead Load 748 Ib 748 Ib Total Load 1363 lb 1363 Ib Bearing Length 0.62 in 0.62 in BEAM 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.1- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 990 psi Cd=1.00 CF=1.10 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc l ' = 625 psi Controlling Moment: 3407 ft-Ilb 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 E. Holly Linendoll 11 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:26 PM page 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 ) 1.5 IN x 11.25 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 87.0% Controlling Factor: Moment 111111 Holly Linendoll 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: U240 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. -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 -1 = 625 psi 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 Toads 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 8ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 138 pif 172 pif 7 plf 317 pif 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 1111 Holly Linendoll Alan Mascord Design 1305 NW 18th Ave 0.;- Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:31 PM page 0 DEFLECTIONS Center LOADING 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: U240 1 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 BEAM 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 8 ft 11.3— 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 Adjusted 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. 1 to Grain: Fc - 1 = 625 psi Fc - -L' = 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 Toads 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-lb 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 DEFLECTIONS Center Live Load 0.02 IN U3841 Dead Load 0.01 in Total Load 0.03 IN U2390 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 406 Ib 672 Ib 241 Ib 420 Ib 647 Ib 1092 Ib 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. -I- to Grain: Base Values Adjusted Fb = 9d0 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 - = 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-lb 2989 ft-lb Shear: 925 lb 3045 Ib 111 Holly Linendoll 11111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:33 PM page of LOADING DIAGRAM A 1 5 ft —B UNIFORM LOADS Center Uniform Live Load 85 plf Uniform Dead Load 43 plf Beam Self Weight 6 plf Total Uniform Load 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 ne Two Left Live Load 38 plf 91 plf Left Dead Load 23 plf 54 plf Right Live Load 91 plf 91 plf Right Dead Load 54 plf 54 plf Load Start 0 ft 4.25 ft Load End 4.25 ft 5 ft Load Length 4.25 ft 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 0.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 9.9% Controlling Factor: Deflection DEFLECTIONS Left Center Live Load -0.09 IN 2U528 0.21 IN U844 Dead Load 0.00 in 0.02 in Total Load -0.09 IN 2L/536 0.24 IN U761 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 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 BEAM 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. - 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 - - = 625 psi Fc -' = 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-Ib 2729 ft-Ib Shear: 479 Ib 2025 Ib I. Holly Linendoll Alan Mascord Design 1305 NW 18th Ave _q.,_ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:35 PM page 0 LOADING DIAGRAM {-2 ft 15 ft 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 (- to Joists): L1 = 48 plf 0 plf Dead Load (- 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 E■ Holly Linendoll Alan Mascord Design 1305 NW 18th Ave :0! :. 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 L/3417 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1308 Ib 1308 Ib 471 Ib 471 Ib 1778 Ib 1778 Ib 0.95 in 0.95 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. L to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc - -- = 625 psi Adjusted Fb' = 900 psi ;Fv' = 180 psi !E' = 1600 ksi 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 Toads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 29.64 jn3 63.28 in3 9.48 in2 33.75 in2 27.58 in4 355.96 in4 2223 ft-Ib 4746 ft-Ib 1138 Ib 4050 Ib LOADING DIAGRAM LINIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Cen er 53 plf 13 plf 7 plf 73 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 470 plf Left Dead Load 168 plf Right Live Load 470 plf Right Dead Load 168 plf Load Start 0 ft Load End 5 ft Load Length 5 ft Project: 2197A-McCARTER OPT (COMP ROOF) Location: L3- MAIN GARAGE BEAM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5IN x 16.5 IN x 19.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.0% Controlling Factor: Deflection 11111 Holly Linendoll I. Alan Mascord Design 1305 NW 18th Ave _440019.. Portland, OR 97209 • StruCalc Version 9.0.1.4 9/19/2015 1:00:40 PM page 0 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.49 IN U461 Dead Load 0.14 in Total Load 0.63 IN L/359 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 2 1 j REACTIONS A B Live Load 4774 Ib 6989 Ib Dead Load 1350 Ib 2025 Ib Total Load 6124 Ib 9014 Ib Bearing Length 1.71 in 2.52 in JBEAM DATA Center Span Length 19 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.14 Notch Depth 0.00 -8- 19n UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 20 plf Total Uniform Load 20 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' = 2332 psi Cd=1.00 Cv=0.97 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. L to Grain: Fc - -L= 650 psi Fc - l' = 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 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 Three Left Live Load 400 plf 410 plf 400 pif Left Dead Load 100 plf 85 pif 100 plf Right Live Load 400 plf 410 plf 400 plf Right Dead Load 100 plf 85 plf 100 plf Load Start 0 ft 4.5 ft 14.5 ft Load End 4.5 ft 14.5 ft 19 ft Load Length 4.5 ft 10 ft 4.5 ft 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-Ib 48491 ft-Ib Shear:-8322 Ib 16033 Ib 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 L/525 Dead Load 0.22 in Total Load 0.58 IN L/329 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 )BEAM 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 Base Va ues Fb = 2400 Fb_cmpr = 1850 Cd=1.00 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = 1800 Comp. to Grain: Fc -1= 650 Bending Stress: psi psi 265 psi ksi psi Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 31797 ft-lb 8.96 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -8969 Ib At a distance d from right support of span 21 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'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-lb 38438 ft-lb Shear: 8969 Ib 13581 Ib 1111 Holly Linendoll 11111 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:43 F'M page /of LOADING DIAGRAM 16 ft 2 UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 17 plf Total Uniform Load 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 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 378 plf 281 plf 378 plf 281 plf Oft 3ft 3ft 440 plf 236 plf 440 plf 236 plf 3ft 13 ft 10 ft Three 378 plf 281 plf 378 plf 281 plf 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 9.251N 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 L/2384 Dead Load 0.02 in Total Load 0.04 IN L/1347 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1653 Ib 1653 Ib Dead Load 1273 Ib 1273 Ib Total Load 2925 Ib 2925 Ib Bearing Length 1.34 in 1.34 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 5 ft 0 ft 5 ft 1.00 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-lb 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 Alan Mascord Design 1305 NW 18th Ave .:. Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:45 PM page 0 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 U1552 Dead Load 0.01 in Total Load 0.07 IN L/1222 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 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 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. -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 cn 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-lb 4492 ft-lb Shear: 1283 Ib 3885 Ib 1111111 Holly Linendoll 111111 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 rimmimimmi ,., „....._ , in 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 NDS)] 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 U2031 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 Center 5.5 ft 0 ft Unbraced Length -Bottom 5.5 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' = 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 -1= 625 psi Fc - ±' = 419 psi Cm=O.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 loads and live Toads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 17.42 jn3 7.22 in2 19.7 in4 1155 ft-lb -672 Ib Provided 30.66 jn3 25.38 in2 111.15 in4 2033 ft-lb 2363 Ib .. Holly Linendoll �J11 Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:51 PM page LOADING DIAGRAM 5.5 ft 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= 2.83 ft 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: 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 = a= Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) _ 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. 3499 Ib 21013 Ib 55 11381 102094 136125 68063 68063 11111 Holly Linendoll Alan Mascord Design I'll 1305 NW 18th Ave yfe; _ Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:53 PM page of/ LOADING DIAGRAM 12 in [-5.5 in —I I I 2.83 ft T 3 in FOOTING LOADING Live Load: PL = 6989 Ib Dead Load: PD = 2025 Ib Total Load: PT = 9014 Ib Ultimate Factored Load: Pu = 13612 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 774 Ib 57785 in-Ib 335884 in-Ib 0.65 in 0.13 in2 0.73 in2 As-reqd = 0.73 in2 #4's @ 9.0 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = Ld-sup = in Ib Ib Ib Ib Ib 15 in 13.98 in 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: Length: Depth: Effective Depth to Top Layer of Steel: W= 2.83 ft L= 2.83 ft 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: Mu = Nominal Moment Strength: Mn = 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= 1214 psf 1350 psf 7.2 sf 8.01 sf Bear = 14145 Ib Bear -A = 83566 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 3636 Ib 21013 Ib 55 in 11826 Ib 102094 Ib 136125 Ib 68063 Ib 68063 Ib 60045 in-Ib 335884 in-Ib 0.65 0.14 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 11111 Holly Linendoll Alan Mascord Design 1305 NW 18th Ave Portland, OR 97209 StruCalc Version 9.0.1.4 9/19/2015 1:00:56 PM page 0 LOADING DIAGRAM 12 in H-5.5 in --I I I 2.83 ft T 3 in FOOTING LOADING Live Load: PL = 6187 Ib Dead Load: PD = 3538 Ib Total Load: PT = 9725 Ib Ultimate Factored Load: Pu = 14145 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 774 Ib ROWELL LL ENONEC RONG 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 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: 140164 Mascord Design Associates 1305 NW 18th Avenue Portland, OR 97209 Tel. 503-225-9161 EXCLUSION OF LIABILITIES REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER 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 INSTALLATIrk," akit WORKMANSHIP OR MATERIALS. ad II. EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL 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 INCEDENTAI, OR CONSEQUENTIAL DAMAGES. III. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. 1)1(4•0-2 Page 1 M2 L2 rigum F = 111 (ICjj i 1.1 V1 V2 sf L _ D 11.8 — 1 B • 14.8 • J JI E . ----A , • --' I, 1 7-7 M 1 L1 PONT ELEVATION scz•LE • 1,e- = -o• ROWEL L ENGII\ILL RING CVL: STPUC',URAL ENGINJEC.'S 10,F0 Se P, ASH GTON 5.44 itt ?I 44 1503, 754 624? 452411,45 CP 9,45 4..SJ 754 47. Page 2 • ik V3 V4 lV5 44' *---„.....„ _...,_ r-- i „,--1 14.8 E :,..... D 11.8 „1 j_..-- • a F:, • 11 —A ,----25 41 P _ -',....... 15 OP. ENTRYIF • . , - - — - — ` I If: _ . • • — 7.O.P N III it # - # -----.......,......s._ 7, 1 ...---------L._----____ _.------ --- ---- ---- .4•"‘ .. __. —_— il M3 * M4 MS L3 L4 i ik 2197A mi , ROWELL . l'IGI--41- EL,---___\/ATION Nu •-: ENGINEE RING 0.1,4 03,33,01 .1{ • ......._ _..- SC: 4 L E • 1.,a• • 1 - e• .r, 09,3,3 S,, C,3r1t. ST. LIC1U100L ENG,..1ECPS COLLECT ON 100'0 It 0,,3030r0-0 STREV, Sle ,f $ 1503, 254 392 POPUAND. 02 vrn (331503: 7'.34 3751 Page 3 w [33 El i _L REAQ' ELEVATION 5C,L.LE 1,8* STR.,CTL,OGL CNO,NEE,05 SC 9959,94709 9,9061 STE 2,1 09 1503, 259 6192 P0911,99, 09 9,76 909,003, /59•070 Page 4 , rT •■41111141110.4411010114.111414 1.0P 4 —4' TOP # TO... ENTRT PORC4-1111 ET L_ . J - 4 .2197A PE V. 04., .4 Sua _ET ELEVATION SCALE • • . COI I EC ION ROWELL ENGINEERING viL tIflUCTUflL ENG,...tremS .0570 sr flS.,'.07o sy�rr, Sn 22 , 1403: 250 GM 200T14410 00 !MO r 117003, 454 .0 16, Page 5 WIN DATE: 09/15/15 D LOADS LOAD AREAS FROM CAD LINE '7 A BCD LOAD 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 2499- 171 52 :0 172 52 80 2499 48 22 40 2050 M4 156 2683 J 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 a 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) 0.1b = 0.4h = min = 3 ft 12 ft 3 fi 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 7 12 30.26 DEG 21.6 14.8 17.2 11.8 psf psf psf psf 2197A DNaxx St9/u Rt �+ OC,Sl,S 6aa 1 1• ! s,E ma v rl.L 3" c.c 0 C. I 0 c IDO. 21' 70- O C je 2G 0 C see r) 5E3 25" OC 1 33 16" O.0 0 r0S• .3- ) 2 OC 2 OC 3o I}' OC SCC (4).(e; ee us1 13 64 --- tt t, a , 1O4O . F 141 '160 s t s tot goo t [+1 us1 1a t 60'l ./177) !Se tm..,..a.. c, 44s1se n6) 1E0 commons C wxn e08 t. 4SIC37 . 127) 160 ',ors tote gn0 12` L001 1a S, 17't .!172) 16c c0rnmp3 [ 1. 04160 .1173) 16e tommoo goon e.e 4sofge .!(32) i(a 0Mkt s t0t t o ,se e. ,,.,x1.. trot. oI NC„,. 1t [Id; 3x t.o:[ ,[41.1t0 wnt [ i14•n 00 I* (40( UPPE2 4 BR. 2 EXTEND INTERIOR S—'ELRLUALLS TO ROOF SI+ELT.i1NCi SEE TOP. L INTERIOR ROOF OETLILS PLE .SE NOTE.: 0 THE TOE O^ EAC-. SHEAR WALL MST BE CONNECTED TO Tt-E ROOF SHEATHING OR FLOOR SHE?TEEING. T: E BOTTOM OF EACH S.-EAR WALL :MST eE CONNECTED TO 71-,E FLOOR SHEATHING OR FOUNDATION. SEE T`'=ICAL CCNNECT!CN DETAILS FOR SCALE .15' a 1'-4 ' OO2 PLANT /5 - —0 0 -- SR. ii Page 6 :OWE LL ENGINEERIN3 C'Vrt, uT'R UC TUR t.I F[VG:NE ER0, 9 SE w w 9w4(O4 S1REE1 SEE 212 r 104192 POR44 T.10 OR xg5 tax.I4O0 254 ]Sg 610i Salit2r— ;Da r'7iiits taxa, SOS s l); sop., i Ps PSIIP Intpyas0 rod A e ,•/ SX's7X-ta.Plots ist•rt () 10 D1S EPP post tro'a XPSDPIr Peep ma ts, too o so mosso sat Page 7 219IA ,don (V/07/1, SIMS- 14 IX, YDS X' A.13I rt.reato toe • El tt/ PANDX.'•Vpiate 01.A ()) N11 Ur 1-19 14 443 EXTEND St-tELQ W.ALL itstED.411-1 NTEfECING WALL LUG': 7.4.5 END 111.401.CCiN BEL0a: MAIN FLOOR PLAN ,Ye" F4h1!!_"7" SvE .NP 3613013. De, n9 SP S.L PlPTE PETX-IXTO Das N.. PP, tea'. a pit vex tat 2Y 5, PLAIT_ REOu tC [25-4:4P L.Nt 0 LOAD FRCa yEjovE DOYAM ZyC, 1Y • 0PPR0 {MCCOY H — VITA. 'PALL LOCAPPPNY C)0t00. REFTR(NCE 7X6 • DIP CT (1i) ROWELL [NONERING CIV STROC,U1P41. 100,0 SC XASPNGSOY STRal Sit 70 Psi 150.9 Pyo Oa, POPst.PPD OP 5T26 PAYPDON 054676, U66 r0mm.;4 D 162.35 Page 8 - ALIEN RD. TWIE END u4'uQLDOiN A80 VE EY. END &+EAR WALL TNROUGu >1TERSECTNy WLLL Ty.a N • /` TL+IS END UuOLDCU� ApOvE RE.G. R00I-1 ALIGN W. uD. AECr CI E /- oRZR ETRAo AROUND $' OR DE:. JET • FOUIND,ATION ELAN r,E 4* L4 C,v rr.,o,i.CE s 105r0 St x6S0,4'00 Slrvyl s11 07 Opp 000-629., PODIL 04D. 0D 9r06 f0.v100, )S•bib `V' </J). </d <1› </d› 1i' Ali' Iw • SHEAR WALL SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) m i�nn 0' m umweg O m m 0 m . . m,- 0 +IQ •0 Pc..P4 T o c• 0.131 @ x 214' F. RH. P—NAIL 71 O v e A 0.131 px2)i' F. RH. P—NAIL 7l o z4 .1 0 1e 4 m FASTENERS (3),(5),(6),(7) N p p N p o f W O n N p p N O p A O n 0 O p O PANEL EDGES N O p Is) O 0 O P N O P W O P A O 0 0 O 0 SOLE le NAILING 16d SINKER x X 0 xW N x x X X x X N ist m SILL PLATE 4. P 0 T O p 0 0 p0 pp Pi OP PP 4 LI 00 n n & O n O p m> .NQ.. o vN vy m 0 m O cn • NOTES • �� s �� W ; On C ;;n Er. ;;A x; lO W O OO 4 +1 m o D N x `O0 CS En in Vf1l; u)w= OOQ 5 • P. E.\-' $ g x ,� m t A "" OVA g— j 3 N 3 0 a:: 21 n I o ; ; O p a a 9 $ �NJ ••. X �•.�x 1ZOA X VSW tw. m0 O u • c eN� � q i 5 wt. ri�i O Om Oqi c O. xo . aIJ011 m'O6a' u a R •m o a n r a r r §p 1 o� 03• r c c o 3 $ f mg't mat mat oxO a m $$2 3 u m a o x g+ o now an^ O.o.� cmo 9 r p vy2 •t o t o o 5 a 5' 3 � 3 2 5' 5� • E. o; z i xx 3 v B u = m 3• c 1 io.+ oI il3rn w° s° wo 'uti= m a V"; O o • x o a n a •w a m a En o o x a• m 9 a c i� 2 y t* N$ 8 °o 'BD' 2° n o x o R 3 Cr n'' o i`. Q A 3 x u '93 'o3 'g3 sN°S 2 °:Q o.o8 $ o aw• t g c : op2 n'2 oaf I,c� g lia wo' z n oR 3 n? 2 R R 8 og v z $ o E.• v o S ? x0 5 um e R o• c g goa¢ t c cI o a a Pa3g°t9, R `"X e O o A p t PO n' t a S o o2 o R P. P. a = x 5 0 • HOLDOWN SCHEDULE • A' = 3 C ..1 "� x 1 2 c W 1 to In yP.y .Z7 c. too O,* r71 8 N 0x �I0 N; r� 8 N 0x Oin O; r� 8 N 0 x 4.17 0i; r� 7 N 0X cx0 '16 r� 8 N 0 XZ m 0 cou G7 oN mN O r 1(36) SOS ye' x 2Y2' screws,. Ira A307 threaded rod A.B. 2Ys'x21G'x3rpats or BPI btwn. (2) nuts. Min 10 ftg. bed. �`1D114 41 o•g rs�A $8 @'m - (39) 16d common nails at each end. (29) 16d common nails at cad: and. (16) 16d common nails at each end. (22) 16d common nails at each end. (7) 16d common nails at each end. Connect btm. plate to floor jet/rkn/bm/bikg. w/16d 0 4' O.C. FASTENERS (13) j ly•! G • o N o �+� B Qo o i5 + g P.e g 1 Z 0 nn A p Bg 'e-iSE, PiE3e,n re?rP 'qg. R3 SP Min. (3) 2x or 6x. with studs naiad together w/1ed sinker a 6' O.C. m g 9 Fein$ x 5S $s Si w a For equivalent options, see (11) For equivalent options, see (12) For equivalent options. see (10) NOTES Page 9 N/3.5 Page 10 .• "3 TIES e 10" O.C. I I I I EACH SIDE • • • 11 11 11 11 II 11 11 II 11 II II SIMPSON 'MSTA36° EA. SIDE, (4)-TOTAL 2X CRIPPLE WALL OVER HEADER, W/ 11/2' SPLICE 6 JOINT W/ CONT.. NAILING HEADER (CONTINUOUS) CONTINUE HEADER TO BLDG. CORNER 4 NAIL SHEATHING TO HEADER W/ 0.14S'4, X 2144' F. RH. P-NAILS a 3° O.G. BOTH WAYS (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 60 GRADE SEE SHEAR SCHEDULE AND NOTES FOR HOLDDOWN SPECS PANEL WIDTH zX Q aZi ;4 t *3 TIES t II (0- 1I co lQ 0 01 PLAN VIEW OF STEM WALL 4" CONC. SLAB 12 w5 REBAR W/ 24' HOOK TOP 4 BOTTOM e CORNERS MIN. 125(12' CONT. FOOTING 6 GARAGE DOOR W/ (4).4 CONT. NARROW SI-IEPANEL NO SCALE (REDUCES PANEL. HGT.) NRWSHEAR30 IEROgUMEIEDROg CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH, (5031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 DRAWN J.N'_ DATE- 02-23-11 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON H.D. LARGEST OF THE (2) HD'S e CORNER Page 11 LARGEST OF THE (2) H.D STRAPS e CORNER (2) 2X OR LARGER (DEPENDING ON H.D.) 9 FOUNDATION I 9 UPPER FLOOR COME5INFD IOL=DOWI\ CORNER SCALE: 3/4' = I'-O' CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 PORTLAND, 0R. 97216 FAX: (5031 254-6761 DRAWING NOT TO SCALE DRAWN J.Y. 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 STEED: 85 EXPOSURE: C SEISMIC CAT: D (Sos=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 1.2SDSI 1.20 I snow load = mean roof height, h = V=1.2SpsWDL/R 1.40 0.60 30 30 ASD Load Combination = V/1.4 ft UPPER FLOOR PSF WALL HT. HEIGHT LINEAL FEET SQUARE FEET WML DEAD LOAD POUNDS V SEISMIC POUNDS AD 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 3568 TOTAL 27060 4996 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 . FS1III 1 el AAA 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 STHD14RJ 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 LOAD LINE V1 V2 V3 V4 V5 WALLS LENGTH OF SHEAR WALLS (FEET) 13.4 7.6 9.2 11.1 6.0 WALL SQ, FT. TOTAL HGHT. BRICK NOTES 30.2 8.0 17.1 8.0 7.0 7.0 14.8 14.0 8.0 14.8 8.0 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 97. M1 3.6 4.621.2 29.4 9.0 M2 11.2 10.5 5.4 27.1 9.0 M3 5.0 5.0 10.0 9.0 M4 9.0 7.4 16.4 9.0 M5 3.8 2.7 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 L1 L2 L3 L4 20.6 11.0 25.8 2.0 2.0 21.0 20.6 36.8 4.0 21.0 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 9.0 9.0 9.0 9.0 Page 14 .- DATE: 9/15/15 WIND PROJECT: 2197A - McCarter LOAD FROM ABOVE 110/8 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 0 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 Page '15 DATE: 09/15/15 SEISMIC PROJECT: 2197'A - McCarter SETS. 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 356; 606 50% 1784 0 1784 59 1.00 1.00 59 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 1.00 104 V5 X 3568 377 31 % 1110 0 1110 52 1.00 1.00 52 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% nnnni 0 0 .. 0 - - - - 0 1.00 0 0 M1 X 4111 575 /° 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 0 0 4111 0% 0 0 0 0 1.00 (7)- 0 4111. 0% 0 0 0 0 1.00 - -0 0 4111 0% 0 0 0 0 1.00 0 0 4111 0% nn T� 0 0 0 0 1.00 0 0 15352 L1 X 3948 198 19% 732 0 1961 2693 131 1.00 1.00 131 L2 X 3948 326 31% 1205 0 3758 4963 135 1.00 1.00 135 L3 X 3948 282 26% 1042 0 19313 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 15 0 3948 0% 0 0 0 0 1.00 15- 0 3948 0% 0 0 0 0 1.00 I-5 0 3948 0% 0 0 0 0 1.00 O 0 3948 0% 0 0 0 0 1.00 O 0 3948 0% 0 0 0 0 1.00 O 0 3948 0% 0 0 0 0 1.00 6 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 O 0 Page 16 DATE: 09/15/15 PROJECT: 2197A - McCarter WALL SUMMARY O'iF UNIT SHR Narrow Panel Increase INCR SEIS SHR CONTR. DESGN MAX. UNIT SHEAR UPLIFT SHEAR WALL HOLDOWN min sill plt. NOTES w/narw incr w/o incr W S v1 65 1.00 59 X 65 521 S S 0 OR 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 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 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 0 OR 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 O OR O M 1 138 1.25 167 X 167 1241 1 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 0 OR 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 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 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 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 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 0 OR 0 0 0 1.00 0 0 0 O OR 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 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 Page '17 2" CLEAR --- 13ACKFILL WALL WITH ME - WANING GK'ANILAR MATFIeIAL PEW "M" 3" I71A P012F PIPE WITH FIL:= FA13I IC =4 a 16" O.C. M`M "0" atAI2 R2EI3AN "N" LAP 48 PIA. WIT M0AR "M" H/ 2 IN5?AL : ' SI.Af3 BEFORE 6ACKFILLNG • " CLEAR W5 13 - A %�'2. RETAINING WALL DETAIL -LEVEL EACKFALL 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" 7'-4" 8" 9'-4" 8" 10'-4" 8" 10" 1'-2" 1'-8" 2' 10" 2'-4" 1'-2" 3' 1'-8" 4' 2' 4'-8" #4 - 18" oc #4 - 16" oc #5 - 9" oc #5-9"oc #4 - 18" oc #4 - 16" oc #4 - 18" oc #4-18"oc #4 - 18" oc #4 - 18" oc #4 - 18" oc #4-18"oc ALL SECTIONS: LEVEL BA.CKFILL ONLY CONCRETE Fc REBAR Ht 3000 PSI GRADE 60 1' EFP = 35 PCF Customer: Mascord Design Associates Project: Cantilever Wall with slab. EFP = 35 PCF Number: 0 Date: 10/24/01 Rowell Engineering 45 SE 102nd Avenue Portland, OR 97216 (503 254-6292 Sheet Al A I.2 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 Heel Factor of Safety PHlas 0.90 1.5 1.7 1A PROJECT PARAMETERS Client Name Project Number Project Name Concrete Fe Steel Grade Wall Thickness Footing Height Mascord Design Associates Cantilever Wall with slab. EFP = 35 PCF 3000 60 8 12 Psi 60000 in in Detail Number Sheet Number A Al Max Soil Bearing Pressure Equivalent Fluid Pressure 1500 35 psf Lbs/ftA3 SECTION 1 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 "tN' Rebar"O" 5.33 28 10 10 170% 46% 411 Size ft in 2.-4" in 10" in 10" 2.55 psf 686 Psf kpsi 10 OC 4 18 4 18 4 18 402% 3217% 1919% Rebar Size OC Stem 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% SECTION 2 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 Reber "M" Rebar"N" Rebar"O" 7.33 36 14 14 137% 70% 280 19% Size psf psf kpsi OC 4 16 4 16 4 18 ft in 3' in 1'-2" in 1'-2" 2.05 1,050 21 144% 1155% 751% Rebar Size OC Stem Bar "M" Rebar Bar "N" Heel Rebar Bar "O" 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 Soil Bearing Pressure %Allowable Shear Stress Rebar"M" Rebar"N" Rebar"O" 9.33 I 48 20 20 134% 84% 276 33% Size psf Pct 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 "AV Rebar "N" Rebar"O" 10.33 56 2424 J 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 Stern 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% 0.85 W4131Mascord WS•35PCF.xlsiDesign 1024,0112:45 PM Page 1 of 1 • SHEAR WALL SCHEDULE • L. MARX APA RATED PLYWOOD OR ORIENTED STRAND BOARD ( )) PANE, OliCKNESS ),S2' F7STENER5 (3).(5).16).(,) SOLE 5 SILL PLATE 4./1113.0 48 NOUS 16o SINKER TYPE 013, • • :lei 0 Peral 1000.1 0 tar .. 1h' %:" I ea OC ▪ C C 0 C OC 31" 0 C ALLOY. LOAD • U) CI • 1.5' 1,0 SF0111 qa," EA sax .9)ts- EA SILL 2' 0 C 3- 01< o • 71." 2* OC 2' 0 C OC 3' 0 C 1.1.- 0 C. 2' 0 C rh 22' 0 C >re (a) DEL 20 20" OC 58 3x oc 13' CC 4 1.? 0 Ea-7R. 2 \ EXTEND (NTERIOR 04454430*5007 40 ROOf 54EATNING. 5EE INTERIOR DETAILE tee, 1.) cot- O(.(B) Lee (.).(6) ^14 S TER \ 0 (1, Tx 0, alioO oar lei OC (5) Arno.. eola errocOrea 11,50 concrete Stow. rxr.00 (4" 3 or 1.15 *}"....). regiorrie 0.60•Ono ate col .asorr (3) IrIxerwto 91* v.* roars 0. 17" C (.) ...no 4 ea pa.,7$ to I.< Z. 11100.2co .06'. arrapeo. (5) b).”... h. 711.. F P-neo r,O, .e.h.ex •Ar °Ur.> x cooxoon na41.6113' r Wro, luenere0.0..nate loo ne• lei 0 'Are h 3" I 99 9-o4r nx, ',kw.. .1. i46e a corr." ce 0126 • • 3" raw Oio go tr.... 909../. hem rol (7) en P.A.,- oes(9-.A.• • .t oo., 444 ,t SIMI em, end (9) rloao.na rot, 0 sO0 e. el eat, M... e Oslo le met ox.are alarila Os.. ...se.. . ra. M10,06,1 5,10 101 COST I. 36-. (.4.1 ,or-roo• rx." *90 uSt 17 o1(50) tea tortroar ay ern., row* 11,4 00S16•0 ./(14) t6o Sere*. teen trie 1(1 CYST 11 t 60% •/(12) ISta cr.... An.. ono 05410 ./(15) Ito 9.renonz er(o. t. 959157 ./(221 top roc, ero 12) 0.(91 X (21 .4091 1....nor 11 91,290 ../(1) MO ....or torx era 991.C60 ../(.121 in. woe's ea, eee I :rim.. v.. oraCCol a pia. er 10) plait we... ,ort snron lornaeriria 0*4 PLEAEE NOTE. Ti-IE TOP OF EACH SHEAR WALL MIST BE CONNECTED TO - ROOF Si-IEAT:-4ING OR FLOOR SHEATHING. THE EOTTO)-1 OF EACH 6,4EAR WALL I-11.15T BE CONNECTED 70 FLOOR SHEATHING OR FOLNDATION. SEE PICAL CONNECTION DETAILS FOR APPROPRIATE CONNECTION. I_JPPER FLOOC:_-) PLAN ec.LE • . 1•.0.• 01/07/1A 4-> 08,71,01+ ErSCHD L:t; (g; mocKak ties )4 . eira error o mew.° epee a'• 0 C hoIdo. W.. 1.19.9 36' tons DASTI2 • (7) / or 00 Me - _ - ner. el cern on. ••••.... .0 0 9 CNST 12 CO" Loos 177116a come( ee neo el eat, tol C9S1,2 (10)10) 77. Long 4". 11S11 (39) Me olot t.n eral eXSo S*801.1R.1 I.) a. Tr- a. 1+14,12 .10.1 See . Sete: 714' ore. 51.11,020 20 /ale 443)2.40. 9,50 SO Rao 0.0 3l.earila• woe rio0 it. '4,, 0 cc ono. tor I-30U- I < W.-W.V.. a Pk con nrris en re, lig ars. 'Er EXTEN-,•NEAR ToIRD.Gxi 4,64805001421 cc,a. DIN a ALIGN 00 • 3.415 END 04940)-1000‘ eecoa, K_ITC.1-1EN / r".":4-`1"11L-1" \a/ • FRAMING CLIP SPACING SCHEDULE 0.C.• IIIIMMIN-7.77.71..... 1. TPI",k35; Se COMMON X I /CLOW"( NAILS L S50, L5131100 COMMON Y. 3100 NAILS I-RA047NC CLIP OPT ONS SHEAR WALL LIN 035 LS50 L50 ^ ..,,t).N. IA' 20" 27 20' ..,. IA' 1 15" TO" 15' 4\ Ir 9' 22- 00 4.I1 1,0' 6' a- c' ..... 10- o- or or n- .fr _,,..: 6 5" 7' 8' 00 LEGEND • AoPROX .100099 lOCATIONS 9••• Ak •ALL L OCA CONS 01))A1t RC.I.RENCY 110 3A Sx-t PIXIE RE091060 Sm. +174 0F19419111 E,•. SHEAR •Axl 1,128 LOAD FROM ABOVE g DOUBLE 2•6 1.1N 0 L N/14,IN FLOOR ELAN 07.7.4L le-1. . I .0" GENERAL NOTES (I) AI, )ool,,,;, c.po•ra to aeolhee .M1.1 5, 90688i*.h2 (2) AX eo00,lo, was WIWI to snear..9.99.0.9*5 Oh 9999.notx, (3) S90.909(99 0' scoo.oCs 0+101 not 04 nlerrupled 1.7 ony .061 Out)rnia rap 01100.0. (<1 eukleto het(ly osimios(on (6' oil 00(d(4 Ore c▪ onocctIons per roonufactur, (5) AU Poo syst.. iLenbe, to Lr oxstolloc 9.09ture • lent 0* ILX (6) Alt horo•are 6 lostenots cootoc* with P rilreiper Shell be slortlesx tier,. 2 -e‘ow to no: dip go,00wca (7) Noll Ornenroons) 84 COntfaCin a 01342,5 M. tenon., Cl 146.3 Ific 99(1,0 0 1,111,3.21... 16d roortron r• 016245 EDGE NAC_OsCh -C.I*), OR LARGER DEPENDING Co. ND -27Z07=447 (4/19.5 • COPN'ER ...-LARG.EST OF THE (21 • •o,..c>a,,,o., EDGE 64)1.9,46?- ,----040240,EE1 OF TNE (2)60 .f.MAR11 • CO(LNER ,4747,474744040.1-.74 LARGER (DEPENDIRG ON 4101 • U0711,R CO;-1.ealt•!E D I-4OL DOWN s CORNER I SCALE 3/4. • 1 REC. -ROOM ALIGN 1.0 4-441 ASOYE /- ALIGN ND • 1.5 END 0-44 GE,OvE - A-IGN (-ED • TN'S ERD 1.4.10000604 .6150hrE C.R.XF STRAP 418,_ JET - (9‘, • • Ex ENC 5.4.9315 11811 7NR(0.(0,1 N7FR000719* NALL 177 LOWER FLOOR / FOUNDATION PLAN BCAL EJ). • 1.0' CoS•1:0C T(E5 /7 9 • /C1 OC = , (3/0.• CAC- 5 06-7hi \\L. / II t tl h WEAR FootA94 • GARAGE TOP 0 110110-1 50411143 POCK we (,), co. WIND & stismic ANALYSIS 2012 IBC VA0a1=1,- 71514 50 C 5.016. CAT. 41 21F. 9510$ ..69°1P5ON 195T431' SIDE t41-10181 - - 7X CFI...LE 9.646 OvER NEADER, (4,19)• 616.157 - - JON, a.' CC.11 9461,01 heADE• 1‘0.01..0.15/ [LW Walt NEADER 1015,00. CORx.E. 748. 5.96411.10 10 ',EA:CEP 9),(0.5, • x..), • to, I....Ace • O 04 BC, ...Cr E (ON 011•45 111.%94! TH. FASTENED PER 5,464R 0144E0A46 SPEciFiCA*10N5 "No NOTES E-OCK erER 5NEARbCrED:11.6 beECIFiCA,Crh5 0 NOTE5 92E5...x:A Bse CL-.RAE1 415 604E4025D.I61:19)LE ANC NOTE! FoR ...0.0DCur. SPEC. PANEL VDU( TtE6 "'6 • z4 0 _ 0. o vrEal STEM WALL NARROLU 5;-4EAR PANEL NO 9C41-9. (9003066 PANEL NOT 1 woircult t2' C1-1R-i EAR TV., vERT ° '44018041 o 4OR'1019T.41, 19-£E-AR 1,45420,0 411 REEAR 44071-1 E7t.:1,009 0ATEE.ROOFiNG PER *•R 50EC 5 PRO. 70 PAC.K.F%. OF WA-L ArI • IC' 0.C. CONT erIOR Z - - • -- MACKPILL FREE-Dio GNING GRAN -ILA., MGT WID*X. Of oEEL ;*). PERF PiP.E 113154,644,4,141 EAR '0' **DRIZONTAL. IN5T01.L 51.4E BEFORE EAC<FILLING. ; MWTRITEVYtil. ' •i $ 19, 3' C -3,1,e i 2 457,.... CLR I , ___ C i, '4 I F 4 • 2C041 Pt. .1 Py • 60000 P5' 5 -,- -, 5eP . 1.0.00 1915. ri---= ,:-... P59 E0'.9v46LEN1 91.1.1I0 RRESS-)RE 8071IN14G CALL DES.G11 H a ' eAR 7-171-eA03 )16) I 41-012 5,4• le +0' *4) i.V OC , 6 10) 0C .1, • 16 CLC 11•41 (.0' : I.1) .7-..0) .4 Au 10.• 0C , a) ii• • 0c 1+4 Ai ce• cc. e•-, r-e• 1 r-o• ,-o• 4, a e• 04 , • tb, CeC. , • le CC 2..C.11. .0' A -6' *5 • 9' OC . • to. OC .. it' oc AIC 0.79ER,5940011MeT C04910114.61 TNE 5'TE 5•ECIFIC CONVIICONS A•co REOTITE MEE,' *OE DENG,. PARA7EI01 06 *4.5 REIGNING WALL 16,045E C:XfUCI ALL (N0W1806 TO INE CONTACT INFOR',ATION PROVIDE:. C**I ToE 4T180NED REIGNING tirawL DESIGN CA-C4847)0N.5 1-RETAINlNG VV.ALL -0' 04660+1 C001T1A1,ri1 2013 EN>V11.11. 156481-11.9 41; 14 0 C • 3 - 040 70 r 0 0 0 n C • Ca 254 SNOW LOAD TYPICAL SHEAR WALL DETAILS CD-r !AGO. SHE44,,, SNEFTr-10e CC matt,+ WALL BE.OW •5•1(.504:' A35F • Eon. BLOCK rcaw act CLG S-+EAr.: yG - !9E_E SC0ED.:_E1 - 211 9T.0' L-L (PER IPECO C. WALL BELdu! -SOLlO BLKG 1' STyD WALL Interior shearwall parallel to trusses Style: 3.4' . 10' Edge naiing. -- Sheathing. 2 x studs - - Sheathing --- Beveled blocking _ - ads @3'oc - - - Top chord. �' \ ,- Edge nailing Sheathing to much below -- Shear nailing. 2x each side of truss. Web blocking - Shear nailing - 8oncm chord.- - r C) Edge easing SECT. C C Interior shearwall perpendicular to trusse Scale: 1' . 1' 0' INTERIOR ROOF DETAILS /-.-- 2x blocking wkh shear nailing rmo top pbte See schedule. eNailing 8mauhshearwall 6-- edge raRng requiremem Floor sheathingIii - Connect pisr to blocking C with shear nailing -- Edge Nailing Floor pis' 2 x studs. • Struclural Sheathing Parallel to joists, _ Wall below Scale• 1'. 1'.0' 2* booking or plst -- Shear nailing see schedule. - . - Floor sheathing - Nailrg to match shear waN edge nailing requirement - Shear nailing. see schedule. �.--- 2x Mocking t,_y - - Edge nailing - Structural sheathing - -2 x studs. Perpendicular to joists Wallbelow 1' scale: . ,' o- INTERIOR UPPER FLOOR DETAILS Holdown per location shown Sheathingsee schedule. Edge natlmg Floor sheathing T Ji - r- Threaded rod per holdown. --- Framing clip. see schedule 2x Mocking @ 48' o.c. and under badman studs. P T. plate. see schedule for size and anchor bull req 8' Concrete stem wall -111- Shear wall @ parallel joists Seale: 1' . T-� - - - 2x studs - Sheathing see schedule Edge nailing see schedule. Shear naiing, see schedule Floor sheathing - Floor pmts. - Continuous double b%g. Framing clip, see schedule. P.T. plate, see schedule for size and anchor bob roq 8- Concrete stem wall Shear wall a_ perpendicular joists Scale- 1' . 1' 0' INTERIOR FOUNDATION DETAILS 2x studs - - -- Sheathing. see schedule. • • - - • ' - -- Mudsil. see schedule for requirements - Edge nailing- - "�111=f1F�111 )j, T Sheathing see schedule 2, studs Blocking rah 8d 3' o Shear haling --.- - -'-- Upper floor edge nailing. 2' max. Sheathing break 2' max lower Hoot edge narkng Lower floor staggered edge naiing - 2 x studs Sheathing. see schedule. - - Floor joists parallel Scale. 1' . 1'-0' Sheathing. see schedule 2x studs. -- Floor sheathing Floor joists - _ Shear nailing •---- Upper floor edge paling - 2' max Shea-ming ; break 2'mzx -' lower floor edge haling • Lower floor staggered / edge nailing ---_.- 2 x studs - -' Bhamhing, sce- — - _ k schedule ---'� Floor joists perpendicular Scale: 1' • 1. 0' EXTERIOR UPPER FLOOR DETAILS 1 Il ail 'i!• - J Garage slab Scale: 1' 5,.A'h., NG SEE 9004.E 11LE - ' ECGE SF:L5Ca Root sheathing Roof rafter or truss - ---"-- - - RBC clp required at hocked diaphragms (see RBC schedule) --- Simpson Hlclip @24'oc Boundary nalkrg 8d commons @ 6' o.c UNO 2 x blocking - Edge nailing. 2 x stud wall. -- -- Sheathing -— Ceding joists or MSS, - - - Rafter / Truss at eaves (4)16d each side - Beveled Mocking al brace 130 tips al blocking - - -▪ � Boundary nailing into lookouts or - blockmg adjacent to brace .._ 8d commons @ 6' o.c Blocking with shear railing into top chord. ------_ Edge nailing Sheathing to match waft below. Framing clip. (see schedule)_._-_ _ Edge nailing. -- -- Sheathing 2 x studs — - - GBCclip.. - - -- 2 x 4 angled braces 48' o c Gable end truss Scale: 1' . 1'-g- .S 9'E.• .D Gb! LSE5 SinPSG+ BP94. - 9 0.EAR445 PATE S=l BOL' E 504501_,E Standard A.B. Detail Scale, 1.5' . 1' 0- Scale: I' . / /W NBC —SCHEDULE (Root Boundary Gip) Blocked diaphragms lolly Reg nailing I Clip spacina4 8d @ 6_ 1 36' o.c. 8d @ 4' I 18' o.c. 10d @ 4' 1 12" o-c 2 x 4 h al stiffener. ' --- 2 x 4 angled brace - - ' Stiffener may be ommed 1 brace is less than 6'. SECT A -A Scale: 1- G2' .i' 0 Sheathing - - -- Boundary miring into blod<ing L30 clip. - . Top chord - _ _ l 1- 2 x 4 angled brace - (4) 16d blocking lo brace - SECT. B'B Scale: 1.,r2' . 1' 0- EXTERIOR ROOF DETAILS -P 'i Y 2x studs - Floor sheathng -- -- Shear narkng see schedule. ---- Sheathing per plan - - Edge nailing Con' 2x nth - - Sheathing - - Edge nailing ' . --- --- MudsA, see schedule � I 1 • for requiremems. . - (J, j MudsiN anchor bolt. (see schedule for size /''`_- 8 spring.) - - - 1 ElI1 '!j 1 �Elt-r ilE1; 2x blocking @ 48' o.c - - 8d@3' oc Shear nailing, see schedule. Sheathing. see schedule.-----'-'� Edge Wading. Con' 2x rim _. Sheathing - --- Edge naing Mudsifl see schedule for requirements - - - Mudsrl anchor bolt (see schedule for size 8 sparing) - 11I=2 U—' 11=_ _11 E=1 II— I, El ;31 Floor joists perpendicular Floor joists parallel Scale: 1' • 1'.0- Scale: 1' .1* --� - - EXTERIOR FOUNDATION DETAILS Michael McCarter 3033 NW 70th Street Seattle WA 98117 Attn: Re: JECB Geotechnical Engineering Special Inspections Materials Testing Construction Inspections Michael McCarter/Mike Zblewski 48xx South 150th Street, Tukwila, Parcel# 0042000147 Ultra Block retaining wall Date: 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 City of Tukwila We have designed an Ultra Block segmental gravity wall located o aItikattle ead fire truck turn around area. We offered 2 different designs, one with geogrid an • . + f ion should follow g g � 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 ✓ 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. ✓ 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. ✓ 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. ✓ 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. ✓ Minimum embedment of the wall is 0.5 feet ✓ Design requirements are: ✓ Peak Ground Acceleration = 0.2g ✓ Sliding >=1.5 ✓ Overturning >=1.5 ✓ Bearing Capacity >= 2.0 ✓ Global stability >= 1.5 All factors of safety meet or exceed the minimum required specifications for stability. The wall is considered stable. 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 lette fnr com2letion requires periodic inspection by our representative during construction. If you have any quespq s O F T 11U(� j L q rt, the procedures used, please call us at (253) 405-4654. Respectfully, JECB, LLC Jamie Hicks Geologist MAR 2 0 2017 Jason Bell, HERMIT CENTER O RRECflGN Engineer LrR# PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com pig ozSW 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 C , Foster High School ISt- - S144thSt A 01 S 146th St .. s- S 146th St A to S 148th St:--_- ` S 146th St 4810 S 150th St S 150th St. •. e .�., Thorndyke n : Elementary School c { en ti � Hubbell Dr g. >' Southcentet g\ydy s SOUthhccenter Blvd S 156th St S 150th St tt Gila;' ln2ncanT es+tto ento St53rdSt : N PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com JECB SITE PLAN WITH DETAILS Geotechnical Engineering Special Inspections Materials Testing Construction Inspections Dale: 7-15-2015 Project: Mike McCarter Tukwila File #: 15020 PO Box 832 Auburn WA. 98071 Phone: (253) 405-4654 Email: jecboffice@gmail.com LL086 VM uingny Z£8 xofl Od aDaf uioo•11eui8@aDIRogaal— 4S94-SO4 (£SZ) suoj;oadsui uoipnx suo, 'suopoadsul jepadg 8uysay sjeua4eyQ 'duuaauOug jeannjoa}oa0 L4I000Z400 #la'red 88186 VA `eP.^nlay MPS S MOST 41noS xx84 iaueyIN wpm • t v 4 0 m cr) STA w 7z� ,�w o�oVo c++-- o---------- � H � HzE STA 10+40 ' AEI S I'LO'SIOZ NMV IQ 1L086 VM uingnV Z£8 xofl Od aDaf uior0eiu$pa31Jogaa[— T759I'-S0fi (£SZ) suopoadsuiuopanagsuo''suoppadsuilepadg 2upsa,i, sleua}eyi'3uuaaul`dug Ieannixlo,D Li'I000Zb00 #Iaored 88186 VM `e1.L 1aaAS TTOS! gins xx8b )aueDan Fellows' MATCH LINE +4 O O E. to oo 0 tb 0 7 3+30 t 2+95 0 N 0 O + 1 o 0 2+82 5 - - to 1 BEGIN WALL STA 2+80 i 0 CO N A3ZI SI'L0'SI0Z NMVIIQ N END WALL 3 5 O 0 BOW 218.5 ANGLE POINT 3+60 MATCH LINE 3+40 0 to oo 0 3+30 0 0 O J E-I ELEVATION, IL086 VM uingnd Z£8 xofl Od apal Woa•8euagaD1ogaaf — 179917-90f' (£9Z) suoipadsui uopoTulsuoj 'suopadsul 'wads Bugsay sleT1 A '2u1.TaaUISug Ieann{aaloaO LI+I000Zb00 #10d 88186 VM`e1l^UIn.L 1aailS'POSI gins xxgb inT6Dayi Iaegaryq ;,! AEI 5I'LW SIOZ NMV2I43 d0 0 00 w 00 U z 0 U c SECTION B-B, 6.0 FT LL086 VM Z£8 Xofl Od gJaf uworp wS©aaijogaai — 1'9fi-50% (£SZ) suoipadsui uoilanxisuo''suoipadsui Iepads Suusay siegawyYi 'Supaau1Sua Ieaiugoaaoa3 LbI000Z1700 #Iao d 88186 VAS. `e1?^+3I 1 L 1=i1S 1I105 i 91noS xXBb ia1.1ED3W Iaegarysi Aga SI'LO'SIOZ NMV�IQ w 0 3a oa E1 od z 0 cra 4 SECTION 6.0 FT O 0 H �w 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 UltraWalll 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 2.46.1 Name Elev. ka kae Pa Pae Pir - PaC FSs! FoS OT siesFSsl 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 3.3513.831 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 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 overtuming 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 = 0.00 psf DL_offset =0.00 ft DL_width = 100.00 ft (p = 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 U TR BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(cp) [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 T = N tan(0.00) + 17796.00 ppf Depth = 2.46 ft Density =140.00 pcf Unit to Leveling Pad Shear T == N tan(33.80) + 0.00 ppf UltraWall Page 5 ICICLE CREEK Michael McCarter 3033 NW 70th Street Seattle, Washington 98117 ENGINEERS Geotechnical, Geologic and Environmental Services RECEIVED -1T OF TUKWILA MAR 2 0 2017 •'E.RMIT CENTER REWFWEINFOR CODE COMPLIANCE APPROVED APR 04 2011 City of Tukwila BUI .DING DIVISION Preliminary Geotechnical Services South 150th Street Residential Lots 6 & 7 Second Addition Adams Home Tracts 48xx South 150t Street Tukwila, Washington ICE File No. 0506-001 INTRODUCTION Icicle Creek Engineers (ICE) is pleased to submit this letter report summarizing 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 Schroder 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 nurnbers 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 site boundaries. SCOPE OF SERVICES Our scope of services for this preliminary phnse.of the project involved a geotechnical analysis of local stability conditions on the subject site, and a feasibility study concerning future development. Specifically, our scope included the following items. • Review geological maps and City of Tukwila zoning maps pertaining to the site.- IN 0 R RE C T ION • Complete a geologic reconnaissance of the property to evaluate surface conditio psT R # ' • Advance one boring to a depth of about 40 feet near the boundary line between t to two lots, close to r.. the brink of the ravine. 'Phis boring was advanced with a hollow -stem auger using, a truck -mounted drill rig operated by an independent drilling firm working under subcontract to ICE. P 111.1w °2.5rt‘ 23Qta.fliffe eNli r1l3,,,,,•clssagtyzlier98027-2519 • www.iciclecreekengineers.com • (425) 427-8187 phone • (425) 427-6629 fax M ichael 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 thc ravine sideslopc 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 the 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 geotechnical studies on the sitc, 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 sitc 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 fcct) ravine that plunges toward the cast. This ravine has sideslope angles on the order of 1.5H: I V to 2.0H: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 the remainder (occupied by the ravine) supports a moderately dense growth of mature maple and cedar trees. Most of these trees exhibit straight trunks, but a few show the bowing that is a common indicator of soil crccp. 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 sideslopc 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 bccn cut in to accommodate the footpath, it appears more likely that the bench represents the top of an old slump block. Judging by thc vegetation in this area, the inferred slump probably occurred at lcast several decadcs,ago. SUBSURFACE CONDITIONS According to the Preliminary Geologic Map of Seattle and Vicinity, 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 icc. They also indicate that the thicknesses of this particular glacial till deposit arc generally less than 50 feet but can exceed 150 feet. 05060011070904 Scanned' y'caifi`St driri'errs Michael McCarter July 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 thc ground watcr conditions, and prepared a detailed log. All soil samples were classified in general accordance 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 encountered about 15 feet of medium dense 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 densc to very dense, fine 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 region, 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 1 ESTIMATED PROPERTIES OF ON -SITE SOILS FOR STABILITY ANALYSIS .. • - Soil Layer •(Inv - — __ . Density . (pa) Cohesio• n • . Internal . Friction.Anglc . (degrees) " I: Mediiini dense to.dense, siltySAND • ' 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. Scalhiied ItrekahiSivarfrier 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 (plf) acting at a depth of about 2 feet, where suitable bearing soils were encountered in our borings. We analyzed the existing slope using a piezometric 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 piezometric 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 watcr table during the wct 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 gcotechnical 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 piezometric 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 are presented below. • Landslide Scenario Safety Factor 1. Small slide originating 10 feet behind top of slope 2. Medium slide originating 20 feet behind top of slope 3. Medium 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 watcr 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 at or near the top of the ravine slope; deep slides arc less likely to occur, even under conditions' of • elevated ground water'levels. This result is typical for graiiiiTar 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 pif 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 Scan r1ti'15fCatrri8o frdr 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 gcotechzrical standpoint. The following paragraphs present our specific conclusions and recommendations concerning future site 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 new 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 are 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 lint (or 8 feet from the top -of -slope line) should extend at least 12 feet deep. • 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 sideslopcs not be disturbed, because they are currently providing some surficial stabilization benefits. Additionally, a hardy groundcover could be established on any barren portions of the sideslopcs to help minimize future erosion. ******************** We trust this gcotcclunical letter report meets your present needs. Please call if you have any questions or need additional infonnation. 'EXPIRES 7/1 J/t9u 1 Yours very truly, Icicle Creek Engineers, Inc. James M. Brisbine, P.E. Principal Engineer Document ID: 0506001.So 150thStProperty.analysis,letter Two copies submitted Attachments Icicle Creek Engineers 0506001/070904 Scanned by CamScanner r z• �1 R1 0.• • • Seale in Feet EXPLANATION Boring Location —.—.—.—.—.—.—.—.—.—.I—.—.—.—.—.—.—.—.—.—.—.—.—. co J • RAVINE INVERT • r • . m.0• • • d'• .. �� 084 i Site and Exploration Plan - Figure Qgt . 1 I I I ORz I I o i i zt\ 1 ►0 •fir + • • I .. •• # / St% i • • I\\ 1Li/. a i _§U.0 ♦I I I x°oN w w ion j a u. 0 I o. ww.. . `a in N N a.a 0 I m I aoa ��' 1 2 1 i�o L.—•—•—•—•—.—•—•—.—•—•—•—.—•—•I—•—•——•—•—•—.—•—.—•—.•—•• - cu cu 11 .3 • U (p00Uy0 popsy) ONIA3AanS UNY11:13130dHOS A8 dVIN A3A1111s :MUMS Scanned by CamSca•ra er ( 114)00 p SaonS UM% -S1 1.00.905Ott .Oj XII McCarter Property Site Development Plan 0I w r I , 0 e_ • M.►0.9Lse; - -jam` ' •II/2 �I . " RP• CI an on rr 1•;1 ':i i/41,-' ref'.." yi ii1fII �►�,�1ir' V .1 1 ' 1 Le t C4 JI •. , y6' '1 ! f j e �M� /• /�/J/ M 13 , ^;• 7. F r It �/1 ; ;a i • 0 I { �- f, i 1 : ( i : ! 1 '1111: VA . 1 t t : : r \' , , .p; Litt., I.14Al 'h.�.o,tt • .a IP' Ire ( n s? :: o, Approximate Scale Development footprint Approximate buffer extent Scanned by CamScanner ALAN MASCORD DESIGN ASSOCIATES, INC. September 1, 2015 To: City of Tukwila Attn: Allen Johannessen Re: Mascord plan 2197A — McCarter Opion 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 /4 James Rowell Plan Support REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 20 2017 PERMIT CENTER CORRECTION LTR#J� 2187 NW Reed Street, Suite 100 Portland, Oregon 97210 503 / 225-0933 FAX 503 / 961-1961 www.mascord.com 1.1° G12.9i R ZZA REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 4 7,t11 City of Tukwila To: Michael McCart: BUILDINBWS Cc: Wendy McHugh Layton & Sell, Inc. From: James M. Brisbine, P.E. Date: May 25, 2007 A MAR 2 0 2017 PERMIT CENTER Subject: Supplementary Geotechnical Plan Review McCarter Tukwila Properties 48xx S. 150th Street Tukwila, Washington MEMORANDUM Job No.: 81065063 At your request, Zipper Zeman Associates, Inc. (ZZA) 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. • 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. 150`'' 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 lerracan Company 14405 SE 36t Street #210, Bellevue, WA 98006 (425) 746-1889 Fax: (425) 746-1296 cflr+cnN LTR# vie+-o2css 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 the 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) to 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 Gcotechnical Plan Review Approach for Limiting Tree Removal "\\\\ AVERAGE E y "0'LINE, TYP- ci' I:rr fi 6ULDING OUTS / v I "� ✓j �` sop/ TR1ANGULAI I':T E OR EQUAL, TYP "(SEE NOTE, I/ r I. / FILTER FA9RIC F Nf NG, TYP CLEARING F --11MfTS TYP —. TEMPORARY �X IN'TERCEP74R 5WAE,1* AVERAGE GRADE LINE, TYR—= —1-03t TORE USED TO I COLLECT RUNOFF - IDURING CONSTIiU N REFER TO SHT 2.11 INSTALL FILTER FABR._ . W INLET TO PREyENT sEl]IME ` FROM ENTERIAG PIPE. TY? UCTION _ NCE "`- (SEE Nar l cow \ 1 1 NOTE: No trees will be removed from the steep slope area or within sensitive wetland area or buffer. •7. Groundcover vegetation will be maintained adjacent to steep slope Geotechnical analysis (see attached) agrees that tree removal in the relatively flat construction area is both necessary and acceptable. Boundary of steep slope and clearing limits will be marked prior to any construction or removal of trees. As many existing trees and plants as possible will be retained within the construction area to maintain the property value and natural aesthetic Trees to potentially be removed from EVIEWED FOR 1• E COMPLIANCE (APPROVED3 ) \)APR 0 4 2017 4 5 • Ad sty of Tukwila ad ING DIVISIQ! ea may include: Filbert Bush 8" Western Red Cedar 12" Western Red Cedar . 18" Black Cottonwoods (two) . 3 to 8 Broadleaf Maples tional trees and landscaping will be d to the property after struction 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 CORRECTION LTR#, t*k02t76 ZZA rof '43 To: Michael McCarter Cc: Wendy McHugh Layton & Sell, Inc. From: James M. Brisbin Date: January 24, 2007 Subject: Geotechnical Pia McCarter Tukwila 48xx S. 150iD S Tukwila, Washin n '71 RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER EVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila MEMORANDUM .fob No.: 81065063 j/iv.p4 /''or 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. • 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 6/7; Sheets 1, 2, 3, 4, and G (dated June 2006) prepared by Alan Mascord Design Associates, Inc. • Structural Flans (dual sets): McCarter, Lot 6/7; Sheets LI, 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 Report: 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. CORK€CT1aN Zipper Zeman ,Assodates, Inc. Geotechnical and Environmental Consuidng A u= Company 144D5 'St+ 36t S 4210, Bellevue, WA 98006 (425) 746-1889 cam (425) 746-1296 hl -C9-q6 r *et Project Description McCarter Tukwila Properties lob No. 81065063 January 24, 2007 Page 2 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. 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 hilly 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 sideslope angles ranging from about 2.OH:1 V to 1.5 H:1 V (horizontal:vertical). 2. Subsurface Conditions: According to the geotechnicat 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 sideslope of significant height and steepness, the geotechnical report recommended that both houses maintain a foundation setback of at least 20 feet from the sideslope. 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 sideslope face (accounting for footing embedment). In our opinion, the indicated setbacks are adequate from a geotechnical perspective. If actual aback distances measured at the time of construction are found to be somewhat less than 20 feet. the affected portion(s) of footing should be deepened as necessary to provide a sufficient setback. Ocvuhnicai Plan Review ZZA McCarter Tukwila Properties Job 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 wails 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. Geutechnical Plan Review March 16, 2017 Project No. 170145E001 Mike McCarter 3033 NW 70th Street Seattle, Washington 98117 associated earth sciences incorporated REVIEWED FOR CODED RAYED COMPLIANCE A APR 0 4 2011 City of Tukwila BUILDING DIVISION Subject: Geotechnical Review of Layout Drawings McCarter Tukwila Property 48xx South 150th Street Tukwila, Washington Dear Mr. McCarter: RECEIVED CITY OF TUKWILA MAR 20 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. CORRECTION LTR# 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 north and by residential properties on the west, east, and south. 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. ijL4.- O26 Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 % 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 ASSOCIATED EARTH SCIENCES, INC. JMB/Id - 170145E001-2 - Projects\20170145\TEIWP 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 James M. Brisbine, P.E., L.G., L.E.G. Matthew A. Miller, P.E. Senior Associate Geotechnical Engineer Principal Geotechnical Engineer March 16, 2017 1MB/Id- 170145E001-2 - ProjectsV201701451TE‘WP ASSOCIATED EARTH SCIENCES, INC. Page 3 L ENGINEERINGROWE, LLLC Building Relationships, Engineering Solutions f ° r. 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 Stamp State of Washington 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. RECEIVED CITY OF TUKWILA MAR 20 2017 PERMIT CENTER 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. REVIEWED FOR 1 Questions or comments regarding this letter are to be addressed to BODE COMPLIANCE APPROVED Regards, Todd Rowell P.E. Rowell Engineering, LLC APR 042611 City of Tukwila BUILDING DiVISION CORRECTION LTR# -- 1)14422.176 RowellEngineering.com • 503.254.6292 • tcddr@rowelleng.com 10570 SE Washington St. • STE 212 • Portland, OR 97'216 0 ROWED C [ GDNEERONG 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 97216 Tel. 503-254-4 292 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: 140164 I I EXPIRES MAY 21. _Zak_I EXCLUSION OF LIABILITIES 1. DISCLAIMER AND RC.[ FAST BUYER HEREBY WAIVES, RELEASES .AND RENOUNCES Al I N ARRANIILS (EXPRESS OR IMPLIED), OBI IGAIIONS, AND LIABILITIES UC- ROWEL[ ENGINEERING AND ALL OTHER RIGII1S, CLAIMS AND REMEDIES AGAINST ROWEL!. ENGINEERING (EXPRESS OR IMPI 11 1)i 1GI'111 RESPEC1 10 ANY NONC'OMIO'RMI IY, IMPROPER INSIAI 1 A I ION, WORICMANSIIIP OR MAII RIAI S II EXCLUSION OFCOJrSFt)(JLN11AI AND OIHLRDAMAGES ROWELL EiNGlNEERING SIIAI 1 IIAVF. NO 0131.IGA1RJN OP LIABILITY, WIIETIIER ARISING IN ('ON IR.A( (INC! !)DING WARRAN EY), CORE (INCLUDING ACTIVE, PASSIVE OR !MPUT ED NEGLIGENCE/ OR °TIII:R11YSE. I OR LOSS OE USE, RFVE:N(lE OR PROFIT, OR FOR ANY 01 HER IN('LDENTAI.OR CONSEQt1EN I IAI DAMAGES. BE TIEIS PRODUC I IS I'CrR A SIN(;E_E�,1'SE ONLY AND IS NO'l HE BE REUSED 'WHERE! iT SPF('II1C ALrFUORIZAIION. NOWELL ENONEERON 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. 503-2546292 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: 40165 I I EXPIRES PAY2,,, EXCI..I SION OF 1.IAf311.ITIFS I. DISCLAIMER AND RELEASE HOVER HEREBY WAI\'ES, RELEASES AND RENOItNCLS ALL WARRANTIF-S (EXPRESS OR IMPLIED), OIfl1GATIONS, AND LIAHII lilts or ROWI t 1, ENGINEERING AND ALE. OTHER RIGHTS, ( LAMMS AND REMEDIES AGAINST ROM E ENGINEERING (EXPRESS OR IMPLIED) WITH RESPFC C To AN\ NONCOMFORMI IN, IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. S. 11 I XC'I-USION 01(t)NSF'UUENI IAI AND OIIIFR DAMAGES ROAV'ELL ENGINEERING SH.AE I. HAVE NO OBLIGATION OF 1 I.AHIL111', Wilk 1 HER ARISING IN C'ONIRAC1 (INCLUDING WARRAN r\ L TORT (INCI (1DING ACTIVE:, PASSIVE OR IMPUTED NEGI.R I'NC'E) OR 0 I HERR'ISI:, FOR LOSS OF USE, REVENUE OR PROF! r, OR FOR ANY 01 HER INCFDENI AI OR CONSEQUENTIAL DAMAGES 111.1111S PROD(;CI IS FOR A SIN(,I.1. I!SE ONO' ,AND IS NOT 10 BE REDS]r1) l\'IIIRM'I PI;CIFIC All DIORFYAI ION. r 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 January 15, 2007 Job #: 486-01 REVIEWED FOR CODE COMPLIANCE APPROVED APR 042011 City of Tukwila BUILDfNG DIVISION RECEIVED AUG 12 2014 'Uilvv:iu-\ PUBLIC WORKS RECEIVED CITY OF TUKWILA AUG 0 7 2014 PERMIT CENTER 171(+-07,c(1 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 lots. The purpose of this project is to construct one single- family residence on each lot and upgrade the existing access driveway for these lots 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:1 V) 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 Tight 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 Tess 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 Gmprovements 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 less 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 4136-01 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 Surface Type acres EXISTING CONDITIONS Imp. area (sq. ft.) Pervious area (sq. ft.) 0/0 Percent DEVELOPED CONDITIONS Imp. Pervious area (sq. ft.) (q ) area Percent s . ft. °!o 1 Roof 0 0% 2,692 ` 3% Driveway Pavement 0 0% 1,501 2% Walks/Patio/Stairs 0 0% 307 0% Pervious Pavers 0 0 0% 0 1,781 2% Grasscrete 0 0% 1,227 2% Lawn / Landscaping 0 0% 6,155 8% Pasture Grass/Brush 18,977 24% 5,314 7% Forested 59,194 76% 59,194 76% Subtotal Impervious 0 0% 4,500 6% Subtotal Pervious 78,171 100% 73,671 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 = scLft = I 0.21 'acres 9,289 Surface Type EXISTING CONDITIONS DEVELOPED CONDITIONS Imp. area (sq. ft.) Pervious area (sq. ft.) Percent Imp. Pervious area (sq. ft.) area (sq. ft.) Percent 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 71% Subtotal Pervious 5,040 54% 2,673 29% 10 100% EXISTING DRAINAGE CONDITIONS The existing onsite area drains overland towards the east/northeast to the wetland/stream area at 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 at 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 lit 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 crossing under 51st Ave S. The 18" culvert ultimately discharges to a large wetland area to the east of the site 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 51 st 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 51 st 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 = 678,153 sq ft = 15.57 acres Surface Tvpe EXISTING CONDITIONS Imp. area sa. ft.) l a 1 Pervious area s . ft. Percent DEVELOPED CONDITIONS Imp. area (sq. ft.) Pervious area (sq. ft.) Percent 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% Gravel Driveway 0 0% 0 0% Pervious Pavers 0 0 0% 891 891 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% 100% 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 3:30 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: Runoff Freq. 2-year 10-year 25-year 100-year Existing Peak (cfs) 1.01 1.64 1.86 3.30 Developed Peak (cfs) 1.05 1.67 1.90 3.36 -----Flow Frequency Analysis - - Peaks - - Rank Return (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 Increase (cfs) 0.04 0.03 0.04 0.06 Prob 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 486-01 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 folllowing calculations. SURFACE CONDITIONS OF AREA DRAINING TO THE DITCHES Total Site Area = 226,013 sq ft = 5.19 Surface Tvpe acres EXISTING CONDITIONS Imp. Pervious area sq. ft. area sq. ft. Percent DEVELOPED CONDITIONS Imp. Pervious area area (sq. ft.) (sq. ft.) Percent F Residential Roof & Drive ** 41,250 18% 41,250 ; 18% Public Roadway Pavement 0 0% 0 0% Onsite Roof 0 0% 0 0% Onsite Driveway Pavement 249 0% 6,510 3% Walks/Patio/Stairs 0 0% 0 0% Gravel Driveway 4,000 2% 106 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 & Sell, 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 Developed: 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 ------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 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: Runoff Freq. 2-year 10-year 25-year 100-year ------Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 1.22 1 100.00 0.990 0.696 2 25.00 0.960 0.605 3 10.00 0.900 0.574 4 5.00 0.800 0.559 5 3.00 0.667 0.413 6 2.00 0.500 0.388 7 1.30 0.231 0.329 8 1.10 0.091 1.05 50.00 0.980 Existing Developed Increase Peak (cfs) Peak (cfs) (cfs) 0.40 0.41 0.02 0.60 0.61 0.01 0.68 0.70 0.01 1.21 1.22 0.01 Based on the above calculations, there will be Tess 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 C1,2,..n = Curve number fora 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 1/15/07 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 NC 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*RA2/3*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 4E16-01 DRAINAGE CONTROL REPORT 10.3 CHECK CAPACITY OF 6" PIPE FROM CB4 to CB1 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 NC 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 2 year 0.41 1.09 0.31 10 year 0.41 2.18 0.31 100 year 0.41 3.27 0.31 Q 0.140 0.282 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*SA1/2 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 Southcentor Mall VICINITY MAP NOT TO SCALE a II coastal & civil engineers DESIGNED: GMN DRAWN: GMM CHECKED: Layton & Sell, Inc., P.S. 12515 Willows Road NE•Suite 205 Kirkland, Washington 98034-8795 018ce: (425)825-1735♦Fax: 825-1363 JAN. 15, 2007 MCCARTER PROPERTIES 48XX SOUTH 150TH STREET TUKWILA, WASHINGTON VICINITY MAP PROJECT NO. 486-01 FIGURE NO. 1 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0258 DATE: 03/21/17 PROJECT NAME: MCCARTER RESIDENCE - LOT 6 SITE ADDRESS: 4812 S 150TH ST Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: P�J PAW & .10111 Building Division Fire Prevention Public Works Public Works !rM AWO 41ti C?L OK- 3 * 11 Planning Division 1141 Structural _ Permit Coordinator I I PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 03/21/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: -1)6 rlDta/ DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 04/18/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0258 DATE: 08/07/2014 PROJECT NAME: MCCARTER RESIDENCE, LOT 6 SITE ADDRESS: 4812 S 150 ST X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AS co, g- -'s '' \ Building Division MI bvk Public Works O °t���C P eOv — Lc Fire Prevention III Planning Division Structural ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 08/12/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions DUE DATE: 09/09/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Initials: Bld Fire Staff Departments issued corrections: g� — PIn g �-- P Sta 12/18/2013 Date: March 17, 2017 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. Plan Check/Permit Number: D14-0258 ❑ Response to Incomplete Letter # • 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 6 (House A) Project Address: 4812 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. RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER Sheet Number(s): House plan sheets include North, South East, West and stamps. Site plans reflectchanges mentioned above. "Cloud" or highlight all areas of revision including date ojrpvis/p1n Received at the City of Tukwila Permit Center by: Entered in TRAKiT on W:\Permit Center\Tenplates\Forms\Revision Submittal Form.doc Revised: August 2015 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 obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. • • • IN WITNESS WHEREOF, said individual(s) have caused this instrument to be executed this /?( day of 444 / , 2017. L Authorized Signature / Grantor STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that iC1/16L-eQ Mciay y l is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the u>n�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 ()Yl/c/((7 • LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Notar u.lic in and for the State of Washington 74 K residing at J ud i I Gk My appointment expires 6 51 9-q 1/ c5 Page 2 of 3 DATED this day of AfJC , 2017. GRANTEE: CITY of TUKWILA By: Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 a ((_Acio Name: �`a-tA �'1 e, 4 We r �� NOTARY PUBLIC, in and for the State of Washington, residing at --�--at<ou My commission expires: O�/°( Page 3 of 3 -wria um +*ra e 'ra ri 't 3460 S 148th Suite 100 a eyivie�1r } V4 ,f• `lr'?+�tt�tf�:64 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 ),(....Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: ( To Be Completed By Applicant ) Purpose of Certificate: P. Building Permit ❑ Preliminary Plat or PUD ❑ Short Division • Rezone ■ Other Proposed Use: ■ Commercial Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name hike ti/44r6„,,5—kfoc-h,,v Phone Number k425:89y,3yy3 Property Address or approximate location AN)t/ s. is--pg- f Tax Lot Number ayj goat: mg - Legal Description (Attach Map and legal Description if Necessary ); Sep' ✓41-"4Ct4 - Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing " size sewer 1 ❑ 2.0o 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 C 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. RECEIVED 3 CITY OF T IKWILA a. The proposed project is within the corporate limits of the District, or has been granted Boun ary Review Board approval for extension of service outside the District. AUG 0 7 2014 OR C a. Annexation or BRB approval will be necessary to provide service. PERMIT CENTER 4. Service is subject to the following; Permit $ due a. District Connection Charges prior to connection: GFC: $ SFC: $ Unit: $ Total $ Either a Charge may b. Easements: King County/METRO be due upon (Subject to Change on January 1st) Capacity Charge, SWSSD or Midway connection to sewers, ❑ Required Sewer ■ District Connection May be Required c. Other cAU e,es 7'0 ,64- ,,h74Lv r,,r, e/ of Iim o ci Gci,waccrio,k/ - 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 S�' /rs��c�ar Date 7//'F/ZO f t.)1 �!G�Ti � -n� 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 SewerAvailability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Reset Form o C (D ( / Y" Print Form C J S01'09'38"W colt. co rn rcS co 661.00' calc. -Found 3/4" spike w/1-1/2" Nasher 1.20' south Sc 0.59' east of calc. intersection - 9/15/04 oN So. /48th St. /-20.50r - 631.15' (c) 632.0' P) Found 1" w/tack in case - east & 1.21' south of calc. intersection - 11/21/05 S88'02'25"E (c) (7) (2) (5) (4) (5) (6) (7/ Nome Trac tsO, 511i- Adorns 2 ESCRIPTIONS TAX LOT 004200 THE EASTERLY 20 FEET OF THE SS - ALF OF TRACT 5 AND TRACT 6, EXCEPT THE WESTERLY 20 FEET OF THE NORTH- HALF OF SAID TRACT 6, B ADAMS HOME TRACTS 2ND ADDIT U HE PLAT THEREOF RECORDED IN VOLUME 12, PAGE 5 , ING TON; (ALSO KNOWN AS A PORTION OF PARCEL A B ARY LINE ADJUSTMENT #90-9, RECORDED UNDER KING COUNTY RECO .10.12050391). TOGETHER WITH • MENT FOR INGRESS, EGRESS AND UTILITIES AS RDED UNDER KING COUNTY RECORDI . 8908181381; TOGETHER WITH AN EASEMENT FOR INGRESS, EGR D UTILITIES OVER THE 25 FEET OF TRACT 7, BLOCK 2, ADAMS HOME TRACTS 2ND ADDITION, ACCORDI 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). TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES AS 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. 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 • Concrete Monument in Case • Monument Bronze plug p( Tack in Lead or Nail & Disk Note: Field data for this survey was obtained 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 stondards contained in WAC 332-130-090. REFERENCES: Plat of Adams Home Tracts, Vol. 12/50 King County 00400006 1( 4o goz6o 624 620 )040 00702 t6 18 40416 4033 00400006 5 0040000690 ak463 2 )040000695 S 14PIth St /615 640 tr) 5 e 0042000 14 1— U042000142 5042000133 op ft, CS4 C-7) C \ Cr. 0042(4) 83 0-M232 Lc.1, 0620 A63 0 a 1- 6 0 4644 t rrZ )1i- • 4 646 67.1 -ff• 0062.PO ien 063 ; r.c, 4823 0 a ‘r 0 0 00400006-30- 0040000640 004000064.5 0 0 40 jt.RI 0040000650 414637 0040000655 0040000660 . 3 6 26 2261400-2*00426u47 4638 004 ?Wu 4'26 0042011 8 4642 •rt A :10 44' il.)0 3 7 0 To' 63 3 lc) 5 4:142000280 465e • 004200022 0 0110 c.-.10-4 '4151219 -r 04'14013/A91 55 0O4!318, 0 481,0 0 7:7 0042000 :7;4803 1.1i) -481 :3.co 004 2000394 41815 0042000160 0042000405 14809 ql • ,4 C 14902 14910 6 King County The in oration included on this map has been compled by King County staff from a variety of sources and is subjec to change without notice. King County makes no representations or warranfies, express or impied, as to accuracy, completeness, timeliness, or rights to the use of such inforrnatim. Tlis cbcumentis not intended for use as a survey product. Kng County shall not be liable fcr any general, special, bdirect, inddental, or consequential damages indudng, but not limited to, bst revenues or bst profit resulting from the use or misuse cf the information contained on this map. Any sale of tlis map or inforrnation on this map is prohitited except by writen permission of King County. Date: 7/15/2014 La King County 0 A GIS CENTER 0.0275 0.055 ft 1 in : 235 feet M D Z CONSTRUCTION LLC Page 1 of 2 Horne Espaf of Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&I A-Z Index Help My L&i 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 License specialties GENERAL License no. MDZCOL*983JJ Effective — expiration 04/11/2002-12/20/2018 Bond ................ American Contractors Indem CO Bond account no. 100202503 Active. Meets current requirements. $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 y—,r 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 J 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*983JJ&SAW= 4/14/2017 FET. WALL 2530' t EXIST. GRADE STONE VENEER 12 5 2530' a EXIST. GRADE 245.0' 1 EXISY. GRADE WEST ELEVATION SCALE : 1/4' : 1' 0' I 1 1 II III I I`y I III f I SOUTH ELEVATION SCALE : V4' 2 I -0' 27-21t (FIELD VERIFY) -Bit (FIELD VERIFY) MID POINT OF HIGHEST ROOF — TOP. • WINDOW HEAD FINISHED FLOOR • T.O.P. • • 0 2460' i EXIST. GRADE WINDOW HEAD TOP. 9 ENTRY PORCH MDA. TRIM i0 ` FINISHED FLOOR TOP. WINDOW HEAD ENTRY LEVEL a 0 ` ` GARAGE SLAB J 2435' a EXIST. GRADE 12 L _ STONE VENEER TOP WINDOW HEAD FINISHED FLOOR TAP. TAP. • ENTRY PORCH MD.O. PANELS 2 X 10 PIS TRIM BD. W/ 26 GA G.I. FLASHING CEDAR SHINGLE SIDING INSTALL PER MANIF. SPECS. _FNISHEDFLOOR ENTRY LEVEL I I FL- L TOP. ROCKERY GARAGE SLAB • —12 — NORTH ELEVATION 5CALE : V4' = d' r t.\q A EAST ELEVATION p SCALE : I/4' . 1'-0' 2450' • EXIST. GRADE JU , ' 201B ROOFING MATERIAL (SEE ROOF PLAN) G. I. GUTTER ON 2 X B FASCIA CN) DCUNSPOUTS (SEE ROOF PLAN) 5/4 X CEDAR CORNER BM. HORIZONTAL LAP SIDING THE TYPE OF EXTERIOR FINISH, THE INSTALLATION AND THE WATERPROOFING DETAILS ARE ALL TO BE THE FULL RESPONSIBILITY OF THE C4INER/BLDR THIS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE INTEGRITY OF THE BLDG ENVELOPE TO.P. REC. R't ❑ EL 0 Cs Pi^:nn No rh.em " of r _J NOTS �. - .....,. and may L OF. FILE %+: s:v "It Dirkf WIC BUI DING; DIVISION ift ORR€CT15441 RECEi JED cry �.TUKWILA LL �� 144 .i GAF Gam%. SiS-vjt-'•:may 017 CENTER.4• Ero O P O Ex SLL 4) a z '- w4J o i4 Ua Or N Q Na 09 u w„ 05 0 co a • N W co is z sz c.. 2197A-1-MCCARTERLOT6 DRAWN 06/06/06 TJH REV 09/19/16 HLL REV 06/10/14 RJV 2Sif SNOW LOAD LL 2197 1 2•. Iiiii r '-1 SINK DW. 10' 3'-10' 2'-0' L 2 0' KITCHEN �( CABINET ELEVATIONS L FLUOR SCALE : I/4' = I -0' .rn v 2n ♦ ♦ h :0 0 r —. 221.0' 15'-4' 12•-8' 81.0' 1.4' 6'-6' r tt•%SV.5W.5•.S4en'Aw:.':.:.'.'. N � 7,4 ♦ ti RI ::WN:J..; , I 1 (2) 2/0 X 2/0 FXD1 '1 m L k Tri / • N IL N O RIS EXTEND INTERIOR SHE - ILV I R TO ROOF SHEATHING (SEE TYP. DETAILS CH LATERAL SHEETS) BR 2 14/5 X 12/4 MFD.TRUSSES 24' OL. CLR ti t mfth • I ♦ BR. 3 GRDER TRUSS 12/0 X 13/0 4,1.0•t....d.1101 4'-2' 8'-6' IrJ F-'_X j I/CCMI c____v '.'L.ASNEI� N DRYER -Etfr(2JJL_ ®WHOLE HIOU$E 5/0 TUB UM SIHUR ti / 24— s is R45 I R45 5/0 7U8I. ] 'W/SNUB, a. 0 uv MFD. SCISSOR TR L155E5 24' OL. (V4ULTED/ 1c5( TE •—>t M R SLOPE 1 SLOPE DOWN 1 DOUN IV. IR188E8 l 24' oz. V1 28 r 1 I 0 • • 2 3 0 I FAN Te rR LINEN OPEN TO BELOW 4'-3' GIRDER to Ft VIVA :1 I u /„ ( 3/0 X 5/0 5J4. (30' WY )3/0X ARCH TOP• •R (VERIFY• CLR W/ ROOF) 4'-4' 10'-0' ��L'lirfS xo 9 X 9 • — • sy Iun.S.....y X 6/0 S).(36 N (VERIFY R W/ ROOF) 5'-8' 14'-4' 3.-S' - 4'.3• 20'-0' 8,_0. 28'-0' UPPER FLOOR PLAN SCA E V4' . I'-0' ' - O " ` - 1 • •- 1 -. SPECIFICATIONS PRIOR TO CONSTRUCTION MSTR- BATH 9 BATH IS'-0' 07C vANITY 3 -10' LOWER BATH 15'-6' 8'-0' 5._T. 10'-8' 5'-I' 2! 4'-0' 2'-0' / 2'-0' PATIO (VERIFY EXTENT) . TRUSSES 24'OL_ MI-6XQBM 16/0 PATIO DR. (TE WJ I/O TRANSOM — • — • — • 9 N A VAWMV M5-4X10 HDR EXTEND SHEARW+LL THRU NTERSECTICN PER LAT. ENG. 4'-10' / u • 3 2 4'-6' 2'-0' 2'-6' WASHER DRYER 2'-10' L 5'_0• LAUNDRY L-2X12PLR JSTS.•16OL. • r -1 PINING 10/2 X 16/0 (9' CLa) REF ====3 RANGE 00 HOOD 2/6 X 6/0 S11. (36' v) 'WASP.•d.59f/wY.W.VP.•i.YJ.•iN.i:SY.:S::� HE a • MEDIA Wok P - -"• Y M2-4 X 8 BM (11 UL. LISTED DIRECT vENT GAS FIREPLACE W/ COMB. AIR VENT 120' FLUSH HEARTH INSTALLED PER P-FR'S SPECS/CODE 41�2X12FLRJSTS.•16OL. LIVING 16/0 X 16/0 COPYRIGHT NOTICE (9. CLG) Federal C9pyrighl Att. 41Ie L ), O.S. Code 31-g• N 0635142 1' s rhm? MUST APPEAR IN REIN .FDA FOR THIS TORE A LEGAL COPY PANTRY 3'-6' KITCHEN / FAMILY is/0 X 14/4 4 BAY (9' CLG.) 4 2X12FLRJOTS. •160.C.� by 2 X 12 Air 160.C. 1 5'•8' 2/6 X 6/0 5)4 (36' v) " E 2'-8' I MECH. • CHASE a0 iv 0 fl 5 S.C. �7 14JC412' MII.4 X 12 BM (FLUSH) (MN) * ' -(2) 2 X 12 .n ..., vn.vn;C ,::'1)-1 B 5'-0' '-0' 5/0 X 6/0 FXD (2) 2/0 X 6/0 5H. (36' V) 2X6C.J. • 24 O.C. 6'-0' 2'-0' 4'-6' er FL /I LL W/ Iro FRANsaM kIL 0 _ axlsBPL m i x 0 '9 i0 N iv —.-' i0 (2)12' SIDE (TES TEMP) 1 Y IE i0 a .1� 9 in � m ♦ ♦ 6'-6' 4'-3' 4'-3' 8'-6' 12'/ 101.0' 13o.0. 23'-0' MAIN FLOOR PLAN SCALE : 1/4 = I'-0' f REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION EXW LEQENID - - RECESSED INCANDESCENT RECESSED DIRECTIONAL Le INCANDESCENT FIXTURE Fes( WALL MOUNTED (Muss INCANDESCENT - SURFACE MOUNTED INCANDESCENT �-1 SURFACE MOUNTED FLUORESCENT O RECESSED EXHAUST FAN vENTED TO THE EXTERIOR CASABLANCA' TYPE CEILING FAN 13- DUPLEX OUTLET be . CEILING MONIED DUPLEX OUTLET • 220v OUTLET FLUSH FLOOR MOINTED I J CUTLET (VERIFY LOC.) • TELEPHONE OUTLET d DATA CUTLET • TELEvlSia- CUTLET r= SPEAKER LOCATION SMOKE / CO DETECTOR (SEE © 'GENERAL NOTES' FOR OTHER SPECS) • BEARNG POINT LOCATION (F'RONDE SOLID BEAR'G • MN. OF MEMBER WIDTH UNA.) I11 nl 111 POINT LOAD FROM ABOVE 111 ` 4 X 4 POST FRCM RACE HIP, VALLEY OR RIDGE DOUN TO BEARING POINT ON WALL BELOW (MAX. OF 45' FROM vERT.) 11 0 II I DROPPED STRUCT. MEMBER I I BEARING • WALL I S-FI.5L(INO 09/11/12 BEARING WALL SUPPORTING STRUCTURE ABOVE 1 4 X 10 HDR • BEARING WALL NT. DOOR I OPENINGS W/ MN (2) 2 X BIPPORT EA END (UNA.) ENERGY ENVELOPE KEY UTALL/FLRJCLG. INSUL. FOUNDATION INSUL. (SEE SWEET 'G' FOR INSULATION VALUES) CA. DET LOCATION CARBON MONOXIDE ALAR15 SHALL BE LOCATED IN EA. BEDROOM OR WITHIN 15 FEET OUTSIDE OF EA. BEDROOM DOOR - AT EVERY FLOOR LEVEL W/ BEDROOMS (SEE SHEET 'G' FOR ADD'L,INFO) -L RECEIVED CITY OF TUKWILA MAR 202017 'ERMIT CENTER 0511-1 0230 COPYRIGHT © 2006 ALAN MASCCRD DESIGN ASSOCIATES. NC. 2197A -2- MCCARTERLOTC DRAWN 06/06/08 TJH REV 09/19/16 HLL REV 08/10/14 RJV 0 411°b ; o - c ;i 00 o . ' < r '-1 SINK DW. 10' 3'-10' 2'-0' L 2 0' KITCHEN �( CABINET ELEVATIONS L FLUOR SCALE : I/4' = I -0' .rn v 2n ♦ ♦ h :0 0 r —. 221.0' 15'-4' 12•-8' 81.0' 1.4' 6'-6' r tt•%SV.5W.5•.S4en'Aw:.':.:.'.'. N � 7,4 ♦ ti RI ::WN:J..; , I 1 (2) 2/0 X 2/0 FXD1 '1 m L k Tri / • N IL N O RIS EXTEND INTERIOR SHE - ILV I R TO ROOF SHEATHING (SEE TYP. DETAILS CH LATERAL SHEETS) BR 2 14/5 X 12/4 MFD.TRUSSES 24' OL. CLR ti t mfth • I ♦ BR. 3 GRDER TRUSS 12/0 X 13/0 4,1.0•t....d.1101 4'-2' 8'-6' IrJ F-'_X j I/CCMI c____v '.'L.ASNEI� N DRYER -Etfr(2JJL_ ®WHOLE HIOU$E 5/0 TUB UM SIHUR ti / 24— s is R45 I R45 5/0 7U8I. ] 'W/SNUB, a. 0 uv MFD. SCISSOR TR L155E5 24' OL. (V4ULTED/ 1c5( TE •—>t M R SLOPE 1 SLOPE DOWN 1 DOUN IV. IR188E8 l 24' oz. V1 28 r 1 I 0 • • 2 3 0 I FAN Te rR LINEN OPEN TO BELOW 4'-3' GIRDER to Ft VIVA :1 I u /„ ( 3/0 X 5/0 5J4. (30' WY )3/0X ARCH TOP• •R (VERIFY• CLR W/ ROOF) 4'-4' 10'-0' ��L'lirfS xo 9 X 9 • — • sy Iun.S.....y X 6/0 S).(36 N (VERIFY R W/ ROOF) 5'-8' 14'-4' 3.-S' - 4'.3• 20'-0' 8,_0. 28'-0' UPPER FLOOR PLAN SCA E V4' . I'-0' ' - O " ` - 1 • •- 1 -. SPECIFICATIONS PRIOR TO CONSTRUCTION MSTR- BATH 9 BATH IS'-0' 07C vANITY 3 -10' LOWER BATH 15'-6' 8'-0' 5._T. 10'-8' 5'-I' 2! 4'-0' 2'-0' / 2'-0' PATIO (VERIFY EXTENT) . TRUSSES 24'OL_ MI-6XQBM 16/0 PATIO DR. (TE WJ I/O TRANSOM — • — • — • 9 N A VAWMV M5-4X10 HDR EXTEND SHEARW+LL THRU NTERSECTICN PER LAT. ENG. 4'-10' / u • 3 2 4'-6' 2'-0' 2'-6' WASHER DRYER 2'-10' L 5'_0• LAUNDRY L-2X12PLR JSTS.•16OL. • r -1 PINING 10/2 X 16/0 (9' CLa) REF ====3 RANGE 00 HOOD 2/6 X 6/0 S11. (36' v) 'WASP.•d.59f/wY.W.VP.•i.YJ.•iN.i:SY.:S::� HE a • MEDIA Wok P - -"• Y M2-4 X 8 BM (11 UL. LISTED DIRECT vENT GAS FIREPLACE W/ COMB. AIR VENT 120' FLUSH HEARTH INSTALLED PER P-FR'S SPECS/CODE 41�2X12FLRJSTS.•16OL. LIVING 16/0 X 16/0 COPYRIGHT NOTICE (9. CLG) Federal C9pyrighl Att. 41Ie L ), O.S. Code 31-g• N 0635142 1' s rhm? MUST APPEAR IN REIN .FDA FOR THIS TORE A LEGAL COPY PANTRY 3'-6' KITCHEN / FAMILY is/0 X 14/4 4 BAY (9' CLG.) 4 2X12FLRJOTS. •160.C.� by 2 X 12 Air 160.C. 1 5'•8' 2/6 X 6/0 5)4 (36' v) " E 2'-8' I MECH. • CHASE a0 iv 0 fl 5 S.C. �7 14JC412' MII.4 X 12 BM (FLUSH) (MN) * ' -(2) 2 X 12 .n ..., vn.vn;C ,::'1)-1 B 5'-0' '-0' 5/0 X 6/0 FXD (2) 2/0 X 6/0 5H. (36' V) 2X6C.J. • 24 O.C. 6'-0' 2'-0' 4'-6' er FL /I LL W/ Iro FRANsaM kIL 0 _ axlsBPL m i x 0 '9 i0 N iv —.-' i0 (2)12' SIDE (TES TEMP) 1 Y IE i0 a .1� 9 in � m ♦ ♦ 6'-6' 4'-3' 4'-3' 8'-6' 12'/ 101.0' 13o.0. 23'-0' MAIN FLOOR PLAN SCALE : 1/4 = I'-0' f REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION EXW LEQENID - - RECESSED INCANDESCENT RECESSED DIRECTIONAL Le INCANDESCENT FIXTURE Fes( WALL MOUNTED (Muss INCANDESCENT - SURFACE MOUNTED INCANDESCENT �-1 SURFACE MOUNTED FLUORESCENT O RECESSED EXHAUST FAN vENTED TO THE EXTERIOR CASABLANCA' TYPE CEILING FAN 13- DUPLEX OUTLET be . CEILING MONIED DUPLEX OUTLET • 220v OUTLET FLUSH FLOOR MOINTED I J CUTLET (VERIFY LOC.) • TELEPHONE OUTLET d DATA CUTLET • TELEvlSia- CUTLET r= SPEAKER LOCATION SMOKE / CO DETECTOR (SEE © 'GENERAL NOTES' FOR OTHER SPECS) • BEARNG POINT LOCATION (F'RONDE SOLID BEAR'G • MN. OF MEMBER WIDTH UNA.) I11 nl 111 POINT LOAD FROM ABOVE 111 ` 4 X 4 POST FRCM RACE HIP, VALLEY OR RIDGE DOUN TO BEARING POINT ON WALL BELOW (MAX. OF 45' FROM vERT.) 11 0 II I DROPPED STRUCT. MEMBER I I BEARING • WALL I S-FI.5L(INO 09/11/12 BEARING WALL SUPPORTING STRUCTURE ABOVE 1 4 X 10 HDR • BEARING WALL NT. DOOR I OPENINGS W/ MN (2) 2 X BIPPORT EA END (UNA.) ENERGY ENVELOPE KEY UTALL/FLRJCLG. INSUL. FOUNDATION INSUL. (SEE SWEET 'G' FOR INSULATION VALUES) CA. DET LOCATION CARBON MONOXIDE ALAR15 SHALL BE LOCATED IN EA. BEDROOM OR WITHIN 15 FEET OUTSIDE OF EA. BEDROOM DOOR - AT EVERY FLOOR LEVEL W/ BEDROOMS (SEE SHEET 'G' FOR ADD'L,INFO) -L RECEIVED CITY OF TUKWILA MAR 202017 'ERMIT CENTER 0511-1 0230 COPYRIGHT © 2006 ALAN MASCCRD DESIGN ASSOCIATES. NC. 2197A -2- MCCARTERLOTC DRAWN 06/06/08 TJH REV 09/19/16 HLL REV 08/10/14 RJV 0 411°b ; o - c ;i 00 o . ' < COL (SEE PLAN) SLOPE 1/4A=T MN S F 12' DETAIL SCALE : 3/4' : 1'-0' • RAISED HEEL TRUSSES AS NECESSARY TO MEET ENERGY CODE. (SEE GENERAL NOTES) FRIEZE BD (SEE ELEVJ ItI-:U 111�Im;Y noon '4 CONT. 1' MIN. EMBED '4 VERT • 48' O.G. MAX ALT BEND en 4 CONT. 1 A (2)'44 BARS CONT. T 4 B r WHERE FOOTING SUPPORTS STRUCTURE, DEPTH TO ee MIN. 18' BELOW FIN. GRADE. ROOFING MATERIAL (SEE ROOF PLAN) 30' FELT EA. COURSE V2' RATED 51-1THT INDEX 324b ROOF TRUSSES -SEE PLAN • (OR 2 X RAFTERS 4 CLG. JSTS.) BLOWN -IN INSUL (SEE GEN. NOTES) %' GYPSUM BD. CEILING INSUL. BAFFLE • EAVE VENTS 2 X SOLID ELKO. SCREENED VENTS (SEE ROOF PLAN) 'SIMPSON' HIOA SEISMIC CLIPS • EA. RAFTER 4 INTO BLKG. 'OPTIONAL' SOFFIT U2' 'ACX' PLY1UD W/ 1' CONT. SCRN'D VENT G.I. GUTTER ON 2 X 8 FASCIA EXTERIOR FINISH (SEE ELEV) IS' BLDG. PAPER (OR TYVEIG PROVIDE MN lee' GAP !STUN EXT FIN 4 WATER RESISTIVE BARRIER OR PROVIDE 'ENHANCED' WIRE 'q' RATED SHEATHING 2 X 6 STUDS • le' O.C. BATT INSUL (SEE GEN. NOTES) I'1 ' GYPSUM BD. 2 X RIM JOIST BATT INSULATION (SEE WALL INSULATION SPEC ABOVE FLOOR FINISH 3j' CDX PLYWOOD S1BFLOOR 1 X FLR JOISTS (SEE PLAN) BATT INSUL. (SEE GEN NOTES) (OVER UNHEATED SPACES) %' GYPSUM BD. CEILING 2 X RIM JOIST BATT INSULATION (SEE WALL INSULATION SPEC ABOVE FLOOR FINISH 3V3' CONCRETE SLAB (OPT. 6 X 6 10A0 WIUM.) R-5 EXTRUDED POLYSTYRENE INSUL. EXTEND 24' FROM EXT WALL 6 MIL POLY VAPOR BARRIER 4' COMPACTED GRANULAR FILL 2 X 6 P.T. MUDSILL WITH '+s' 4 A.B. • 48' OC. UW SIMPSON BP-3' BRIG. a OR APPRVD EQ. (MIK OF 2 PER PLATE 4 W/N 12' OF ANY CORNER) RECOMI LADED FDTN DPIS. 1 STORY: 15' T' 8' 1 STORY: 15' 1' 8' 3 STORY: 18' 8' 10' 2012 IRC. '4' 'B' 'C' 1 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' 4 PERFORATED DRAIN TILE (TYP. WHERE MOD) TYP. WALL SECTION SCALE : 3/4' : 1'-0' REV. 0V08/15 3666111600 Vs ANCHOR BOLTS AT 4'-0' O.C. TYR & DETAIL SCALE : 3/4' • I'-0' L 342' GANG. SLAB ON 6 MIL MOISTURE BARRER ON 4' GRANULAR FILL '4 BARS CONT. w/ (24' MIN. LAP) EMEETHIC PROVDE AT LEAST GNE EMERGENCY ESCAPE/RESCUE OPENING AT BASEMENT WERE REQUIRED BY CODE (SEC. R310). •ONLY REOD • EMERGENCY ESCAPE/RESCUE OPENINGS. 36' MIN 1 FOR ACCESS 110 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 R310A) PRE-MANFACTURED WINDOW WELL SYSTEM • (MIN. 36'z36' CLEAR INSIDE DM. 4 9 5Q. FT. PER R3101) • PROVIDE ESCAPE LADDER WHERE NGT. FROM DELL FLOOR TO GRADE EXCEEDS 44' BSMT. WALL (SEE TYP. WALL SECTION) CRUSHED ROOK PROVIDE ADEQUATE DRAINAGE WINDOW WELL DETAIL N.T.S. VDVAVELL FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection. the Geotech engineer of record shall verif) the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers retort shall he 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 'taller than 4 AWG, and shall be located -Horizontally within (hat portion of a concrete foundation or footing that is in direct contact with the earth & encased by al 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 power 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 be required to verify lot lines. PLEASE NOTE: Setbacks) 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/fLR/CLG. INSUL. FOUNDATION INSUL. (SEE SHEET 'G' FOR INSULATION VALUES) C.O. PET LOCATION CARBON MONOXIDE ALARMS SHALL BE LOCATED IN EA BEDROOM OR WITHN 15 FEET OUTSIDE OF EA. BEDROOM DOOR. AT EVERY FLOOR LEVEL W/ BEDROOMS (SEE SHEET 'G' FOR ADD'L II•FO) L_ EXPAND FT& TO 28M8kW' III In ____. ..... • •MAMA 17uaJ.vo.'n,!:nA• A4'AVAI.vA i•4,,n.•.nnnM :j MA'AM: i,,iWnnn"mp jt___._� __gN___ • _. _.__ PATIO (VERIFY EXTENT) LEGEND RECESSED INCANDESCENT RECESSED DIRECTIONAL INCANDESCENT FIXTURE WALL MOUNTED INCANDESCENT 5UACE MOUNTED INCANDESCENT SURFACE MOUNTED FLUORESCENT 0 RECESSED EXHAUST FAN VENTED TO THE EXTERIOR 'CASABLANCA' TYPE CEILING FAN fr GE 4 0 II II III DUPLEX OUTLET CEILING MOUNTED DUPLEX OUTLET 220V OUTLET FLUSH FLOOR MOUNTED CUTLET (VERIFY LOCJ TELEPHONE OUTLET DATA OUTLET TELEVISION OUTLET SPEAKER LOCATION SMOKE / CO DETECTOR (SEE 'GENERAL NOTES' FOR OTHER SPEC'S) POINT LOAD FROM ABOVE _. la_lvtm V ;ac WYi:;6 eec {eca 6i•c• iii(iYYi rei Yi 1.. lit REC. ROOM It CLG') 25/8 X 15/4 Fedi* C315' CONC U. SLAB FGL�bM4ILCOPR101f if 1 106312 rrr(.s,s 40 Altar FOrlita SEA COO PY 0 I t EXPAND FTG. TO 54'436k13' (PER Et GAT) 10' 0' XII ll USE •'/a' TYPE 'X' GYP. BD. Pa II ON ALL . WALLS 4 a,' II EXI OLDCLGSSTRICT. MBRS. II I I N- L3-572X '6'rp' GLIB. 3/0 X 19/O It X 4' CONC. BLAB UV OPTIONAL 6 X 6 IN 10/10 W.W.M. ON 4' GRANULAR FILL 2' THICKEN SLAB UV (2) 4 BARS HORIZ CONT. TIED TO RIND WALLS AT GARAGE DOOR OF'ENWJGS. I6/0 X 1/0 OWN. DR 1 19'-6' 26-0' W/ BARB • 9' O/C EAU ! (PER ENG LAT) T_......R4_.S (2)2X8 P.T. 2 X 8 up TO LANDING * BEARING POINT LOCATION (PROVIDE SOLID BEARYI - MIN. OF MEMBER WIDTH UNA) f e•' 4X 4FCST FROM ROOF HIP, ' VALLEY OR RIDGE DOWN TO BEARING PONT ON WALL BELOW (MX. OF 45' FROM VERT.) BEARING WALL SUPPORTING STRUCTURE ABOVE 4 X 10 UDR s BEARING WALL INT. DOOR 4 OPENINGS W/ MIN (2) 2 X SUPPORT EA END (UNAJ DROPPED STRICT. MEMBER BEARING • WALL S-FLP.L040A 09/11/2012 EXPMC FIG. TO 24504'xW' FURNACE 4 WATER HEATER SEE GEN NOTES FOR MIN REQ'MTS. (PROVIDE OUTSIDE COMB 41R VENT/ NOTE: ALL HARDWARE IN USE WI P.T. MATERIAL TO BE 10T DIPPED GALV. LOWER FLOOR / FOUNDATION PLAN • . s - H SPECIFICATIONS PRIOR TO CONSTRUCTION SCALE : 1/4' • 1'-0' 0 RECEIVED _GOER OF TUKWILA MAR 2 0 2017 PERMIT CENTER likase COPYRCHT U 2006 ALAN MASCORL) DLSIGN ASSOCIATES, INC. 2197A-3-MCCARTE RLOT6 DRAWN 06/06/06 TJH REV 09/19/15 HLL REV 06/10/14 RJV 01 to N to 0 o:0(n 0: O p0 LL O U. LL Cr CC w z O <3 L Lr Fr r L r L r t/ L r L 12 -i r 11 11 11 11 t'FD. TRUSSES LJ• I PO. SCISSOR TRUSSES 12 T 24' OL. MFD. SCISSOR TRUSSES 24' OL. ROOF PLAN SCALE : 1/4' = 1'-0' 2 X 6 111FTR8. - • 24' OC. W, 2X8HIPS 24' 0C. 1 ll 12' J EAVE DIM (TYP UNO.) 1......__._...._._._.........__._..J...; L TRUSS —cj-- 1 (" b X 2 X 6 \ w at. rq X it +o N n 2?C 24' REFER TO ENGINEERING SHEETS FOR LATERAL SPECIFICATIONS PRIOR TO CONSTRUCTION ROOF DESIGN NOTES THIS ROOF HAS BEEN DESIGNED TO SUPPORT CEDAR SHAKE ROOFING MATERIALS AND COMPOSITION ROOFING OF VARIOUS TYPES. THE TABLE BELOW DESCRIBES 114 DETAIL THE ASSUMPTIONS MADE N THE DESIGN OF THE ROOF STRUCTURE OF T1415 BUILDING. ROOF LIVE LOAD (SNOW) 250 P5F 325 P5F AVE(UEET) FRAMING MATERIALS: 2.0 PSF SHEATHING MATERIALS 15 Prof MISC. MATERIALS: 15 PSF ROOFING TYPE DRY / WET MED SHAKES WY SHAKES SHINGLES COMPOSITION 2.0 / 325 PSF 30 / 4.0 PSF 2ID / 325 PSF 25 / 30 PSF 3325 Prof ACTUAL REQ'D 6.15 PSF SAFETY FACTOR 40.0 PSF IL GYPSUM MATERIALS: ADD 2.0 PSF FOR VAULTED AREAS (COVERED IN SAFETY FACTOR) NOTE: HIPS, VALLEYS J RIDGES SHALL NOT BE LESS IN DEPTH THAN THE END CUT OF THE RAFTERS (FIELD VERIFY ALL CON�DII.TIIONS))/11,1vG ROOF LEGEND RJ 4 X 4 WOOD POST FROM RIDGE CHIP CR VALLEY) TO WALL BELOW (MIN (2) 2 X 4 REQ'D AT WALL • BEARING POINT)NOTE: SPLICES IN HIPS 4 VALLEYS CAN ONLY OCCUR 4 POST DOWN LOCATIONS i 45 SO. IN. ROCK VENTS (SEE VENT TABLE FOR QTY. - 50%/50% 514011J) 2X4 FURLIN WALL TO BM. OR WALL BELOW. (FRAM'& AT 24' OL) SHADED AREA DENOTES ROOF FRAMED OVER RAFTERS BELOW fie) DOWNSPOUTS PIAXE 21 ePANe PER 2004 WWP.A TBL. RR-28 '2 DF. L/240 25' LL 4 19 DL SIZE SPACNG SPAN 2X6 12' OC. 14'-0' 16' OC. 12'-1' 24' O.0 9'-10' 2XB 12' 0C. IT-8' 16' OC. 15'-4' 24' O.C. 12'-6' 2XI0 12' OC. 21'-1' 16' OC. 1W-9' 24' 0.C. 15'-3' 2XI2 12' OL. 25'-1' 16' OC. 21-8' 24' 0.0 11'-9' ROOF VENTS ROOF AREA (Tt')' 1142.., EAVE-BLOCK'& ROOF VENTS.. % EAVE AREA (in') % ROOF• ARIA (in') 3-vENI 4-VENT 49 in' 60 328.5 40 2153 35 26 4 56.1 3108 433 231.4 33 25 5 533 2922 46.1 2560 31 23 5 50 214.1 50 214.1 29 22 6 FER 2012 IRC. - RD®61 MINI1JM AREA THE TOTAL NET FREE VENTILATNG AREA SHALL NOT BE LESS 1444N1/30e CF THE AREA CF 11E SPACE VENTILATED, PROVIDED AT LEAST 40% Am NOT NO THAN 50% CF THE REQUIRED VENTILATING AREA IS FRONDED IUTI VENT OPEN5A5 LOCATED N HE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE OR CORNICE VFNTS MAIN HE BALANCE OF TIE REQUIRED VENTILATION PR ADED BY EAVE OR CORNICE vt4T8. N CLIMATE ZONE 6,1, 4 6. A CLASS I OR 2 VAPOR RETAAER SHALL BE WALLED CH THE I1J4A1-144INTER BIDE OF THE CL& EAVE BLOCKING 3-VFNT MOCK (3)24 HOLES (943 kit EA) 4-VENT BLOCK (4) 2'1 HOLES (1156 ki' EA) ENERGY ENVELOPE KEY d Y2.`.'¢ Yt1: P.YC.'d.': WALL(PLR/CLG. INSTIL. FOUNDATION INSUL. (SEE SHEET 'G' FOR INSULATION VALUES) 1.6' I'-6' 2'-0' VERIFY PPD. FUSSES (SEE ANS) 12 P2' ACX' PLYWOOD SOFFIT 26 GA. G.I. FLASHING 7 IF OVER 4'-0' TALL 6'-0' (FIELD VERIFY) 12 ma's i►!r''�A�i!fl' ►Pat 1 &sdi!!Qi!'_e!_'n. Vt_ii. Vie .iI% ir east"' 1'-6' 20-0' (FIELD VERIFY) R TRJSSE 2X OVER9Zal'Rt•'4 WORD. W/ TR6 5 „_ER )11 TYPICAL 1 "�N 'h�44t11 mane*•• 11 14 4111j11j1j : :\ ....... (VERIFY W/ __ • TRU55 MFR) MASTER 2 X FRAMING MEMBERS (SEE PLANS FOR 5!ZE 4 SPACING) FAMILY 2 X FRAMING MEMBERS (SEE PLANS FOR SIZE 4 5PAC:NG% JSE 5'a' TYPE 'X' GYP. BD. ON ALL CLGS.. WALLS 4 EXPOSED STRJCT. MBRS. GARAGE 4' CONC. SLAB W/ OPTIONAL 6 X 6 10/10 MM. ON 4' GRANULAR FILL. IT THICKEN SLAB W/ (2)'4 BARS 140RZ CONT. TIED TO R4D WALLS AT GARAGE DOOR OPENINGS. m 4.11 C� BUILDING SECTION ' 31-0' (FIELD VERFY) 8'-0' (FIELD VERIFY) I'-6, GIRDER TRUSS 2 X FRAMING MEMBERS (5EE PLANS FOR SIZE SPACING COPYRIGHT HOT Fedmat Co;ryrfnt Act. I aft: DINING 106312 THIS STAMP MUST APPEAR INR FOR THIS TO BEA LEGAL Cu• 2 X FRAMING MEMBERS (SEE PLANS FOR SIZE 4 SFACIN6) 312' CONC. SLAB GN 6 MIL MOISTURE BARRIER ON 4' GRAMJLAR FILL MFp' TRJSSE: (5E PLANS KITCNEN/FAMILY *to' ASV. INMASTM II USEON ALL 5i' TYPECLGS., 'X' WALGYP. LS B4D EXPOSED STRICT. MBRS. BUILDING SECTION GARAGE 4' CONC. SLAB W/ OPTIONAL 6 X 6 10/10 WJOM. ON 4' GRANIJLAR FILL 12' 11410CEN SLAB W/ (2) '4 BARS HORIZ CANT. TIED TO RC WALLS AT FARAGE DOOR OPENINGS. 42a1H RECEIVED CITY QE.T.1KWILA MAR 2 0 2017 ERM1T CENTER I*e 0as9 COPYRIGHT © 2006 ALAN MASCORD DESIGN ASSOCIATES, INC. 2197A-4-MCCARTERLOT6 DRAWN 06/09/06 HLL REV 09/10/15 HLL REV 06/10/14 RJV 25# SNOW LOAD 2191A I DISCLAIMER 01/043 THERE FLANS HAvE BEEN LICENSED TO THE CUSTOMER FOR USE N THE CONSTRUCTION CF ONE BOLDING ONLY AND ARE SUBJECT TO THE CONDITIONS OF LICENSE ACCEPTED BY THE CUSTOER IMULTI•USE BUILDING LICENSES ARE AVAILABLE), USE OF MY PART OF THE PLANS BY ANT PARTY OTTER THAN THE CUSTOMER EXCEPT ON LOAN BY 11E CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST TIE CUSTOMER N USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS, IS STRICTLY PROHIBITED. TIE PLANS MAT NOT BE REUSED OR COPIED, N MOLE OR N PART, WITHOUT WRITTEN PERMISSION FROM ALAN MASCORD DESIGN ASSOCIATES, INC ('M45CORD'), WHICH RETANS COPYRIGHTS TO, 4 OUNERSHP OF TIE PLANS. MASCORD FREP4RE5 ITS PLANS CARERILLY FOR USE BT ITS GUST/VIERS IERS. HOWEVER ADAPTATION OF THE PLANS TO MEET SPECFIC STATE AD LOCAL BUILDIG CODES AND REGULATIONS AND SPECFIC SITE COND11I045 IS THE RESPONSIBILITY CF THE CONTRACTOR IN ADDITION, MASCORD WILL NOT BE RESPONSIBLE FOR ANT DAMAGES RELATING TO TIE ACCURACY MD OVERALL NTEGRTY CF THE PLANS N EXCESS OF THE LICENSE FEE PAID FOR THEIR USE. THE CONTRACTOR, THEREFORE, MUST CAREFULLY INSPECT ALL DIENSIONS AND DETAILS IN THE PLANS FOR ERRORS OR OMISSIONS. UNAUTHORIZED USECOPTtG OF TWEE PLANS, OR THE DESIGN TIER DEPICT, INFRINGES RIGHTS WIDER TIE COPYRIGHT ACT. WRINGERS FACE LIABILITIES THAT INCLUDE PENALTIES O UP TO R0m00 PER WORK INFRIGED, AND UP TO 900000 PER WORK INFRINGED WILLFULLY. GENERAL NOTES: 01/10/13 L WORC esNICE COMPLY WITH 1HE LATEST ADOPTED VERSION OF TIE 2011 NIERNATIONAL RESIDENTIAL CODE CIRC.) AND/OR ANY APPLICABLE CONIY OR LOCAL Jtmeocrot 2. THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND 15 TO NOTIFY THE DESIGNER OF MY ERRORS OR OMISSIONS PRIOR TO THE START a CONSTRICTION. ICTION. OUNFINC NTRACTOR P4441 L vERFY WITH 3. WRITTEN DIMS. SHALL HAVE PRECEDENCE OVER SCALED DIMS DO NOT SCALE THE DU:65. 4. DESIGN LOADS: ` LL. Dl (IN PSF.) WIN-148. ATTIC WVo STORAGE 10 10 UNINHAB. ATTIC LW LIMITED STORAGE 10 10 HABITABLE ATTICS 4 ATTICS SERVED BY STAIR 30 10 BALCONIES (EXTERIOR) 4 DECKS 40 10 GUARD RAILS 4 HAND RAILS 200 - GUARD RAIL N-FILL COMPONENTS 50 • PASSENGER VEHICLE G4RAsE (3000' POINT) 50 VARIES RODS OTTER THAN SLEEPNG ROOMS 40 10 SLEEPING ROOMS 30 10 STAIRS 40 10 m (P YOUR LOCAL AREA REQUIRES DIFFERENT DESIGN LOADS CONSULT WITH A LOCAL Q AL1 ED PROFESSIONAL TO DETERMINE THE APPROPRIATE REVISICNSJ FOR ROOF LOADS, SEE ROOF PLAN. 5. 7N18 PLAN 15 DESIGNED TO MEET 2012 WAS4NGTON STATE ENERGY CODE CHAPTER 51-IR BAC. UNDER PRESGRIPTIVF COMPLIANCE, TABLE RA02L. CONTACT LOCAL BUILDNG JURISDICTION FOR YOUR CLIMATE ZONE. TABLE R402J1.1 INSUL. 4 MINISTRATION REQTITS BY COMPONENT CLIMATE ZONE 5 4 MARNE 4 FENESTRATION U-FACTOR b 030 030 SKYLIGHT b U-FACTOR 050 050 GLAZED FBESTRATIGN SHGC b. ° NR NR CEILING R-VALUE l• 49 49 WOOD FRAME )WALL 9A `R-VALUE 21 INT 21 • 5 CI M1A55 WALL R-VALUE ' 2141 h 21 • 5 h FLO7R R-VALUE 30 9 30 9 BELOW -GRADE ca WALL R-VALUE 10/15/21 INT • TB 10/15/21 NT • TB SLAB • R-VALUE 4 DEPTH 10, 2 FT. 10, 4 FT. For 51: 1 foot • 304S mn CI contlnuOus Insulation Int • Intermediate framing UP TO 5 ft' GLAZED FENESTRATION 4 (Il SIDE HINGED SOLID DR UP TO 24 ft.* PERMITTED 10 BE EXEMPTED FROM THE U-FACTOR REOMT OF TABLE R40211 DUCTS 70 ea INSULATED TO MN OF R-8 a. R-values are min U-factors I SK,C a e mat Wan fr ul. Is metalled In a cavity uhdt is less than the label or design thickness of the maul., the compressed R•valus of the inwl. from Appeidi Table 4101.4 shell not be less than the R-vake specified In the tabb. b. the fenestration U-factor colon excludes skylights, The SHGC oaken applies to all glazed fenestration. Exception: Bkyligms may be excluded from glazed fenestration 511GC reg'mts in Climate Zones 1 trough 3 where the SGC for such skylIghte does not exceed 030. c '10)541. •TB' means R-10 cam. Paul. on Oa ext. at the wall, or R-B on the cont. InwL on the Int. of the wall. or R•21 cavity instal. plus a thermal break between the stab 4 the basement mall at the ht. of the basement wall at the int. or the basemen wall. '10/5/2,R6' shall be pemltted to met is/ R-I3 cavity Insul. an to ht. of to basemen wall plus R-5 cont. ineul. cn the Mt. or ext. of the wall. 'TB' means termal break between floor slab 4 basement small. d. R-I0 cont. Instil. Is req'd under heated slab on grads floors a There are ro SHGC reglma In tb Markle Zone r. Basement wall Irsut It not req'd In tam -head loc. g. Reserved h Fast vase is cavity maul, 2nd is coin. Mewl or Inert siding, to '13 • 5' means R-I3 cavity Instil. plus R-5 cont. med. • buL siding. If struat sheathing covers 40% a less of the exterior, cont. kwul. R-value shall be permitted to be reduced by no more than R-3 In the loc where struct. sheathing is used to maintain a consistent total * eitNri9 thickness. i. The Ind R-value applies when noes than half the Ineut is of the Interior of the mass wall. j. For single rafter • or joist - vaulted cies, the R-value may be reduced to R-36 k. Int. !intermediate framing) denotes standard (raring Is'oc.withhire haul. ulth a minims R-10 IneuL L Log and solid titter walls with a M. average thickness of 35' are exempt from the Imul. req'mt. m. Were full Might of uncompressed R-30 neut. extends over wall tap plates • saves, It can be used In lieu of R-38. R-38 may be used In lieu or R-49 where utoipessed thickness weds over top plates • eaves. AIR BARRIER CONT. AR BARRIER SHALL BE NSTALLED N THE BOLD ENVELOPE. BREAKS/JONTS N THE AIR BARRER SHALL SE SEALED. AIR PEREABLE IN5UL SHALL NOT BE USED 45 4 SEALING MATERIAL. INSTIL. SHALL BE NSTALLED PER MANJF. GUIDELNES )FILTRATION: TIE SEALING METHODS BETWEEN DISSIMILAR MATERIALS SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. TIE FOLLOWING SHALL BE CAULKED, GASKETED, IE4TNERSTRIPPED CR OTHERWISE SEALED WITH AN AIR BARRIER MATERIAL, SUITABLE FILM OR SOLID MATERIAL SPACE BETWEEN WINDOW/DOOR JAMBS 4 FRAM* AND SKYLIGHTS 4 FRAMRG. CULTS, SHAFTS, UTILITY PENETRATIONS 4 FLUE SHAFTS OPENS* TO EXT. CR UNCONDITIONED SPACE. JUNCTIONS OF FOUNDATION 4 SILL PLATE 4 UNCTION OF THE TOP PLATE 4 TOP OF EXT. WALLS. 1VAC REGISTER BOOTS THAT PENETRATE BLDG. THERMAL ENVELOPE (SEAL 70 WEFLOORORTEALLA RECESSED LIGHT FIXTURES INSTALLED IN THE BLDG. THERMAL ENVELOPE SHALL BE AIR TIGHT, IC -RATED (SEALED TO THE DRYWALL). BETUEEN GARAGE AND CONDITIONED SPACES. AIR BARRIER TO BE INSTALLED ON FIREPLACE WALLS - FIREPLACE TO HAVE GASKETED DOORS. OPENINGS AT PENETRATIONS OF UTILITY SERVICES THIROUGH THE ROOF, WALLS, AND FLOORS BUILDING ASSEMBLIES USED AS DUCTS OR PLEHMS JOINTS SEAM AND PENETRATIONS OF VAPOR RETARDERS ALL OTHER OPENINICai N THE BUILDING ENvELOPE WALL CORNERS 4 HDRS. SHALL BE INSULATED 4 SHALL BE SEALED. FLOORS, NCLUDING ABOVE GARAGE AND CANTILEVERED FLOORS - NSUL. SHALL BE NSTALLED 10 MANTAN PERMANENT CONTACT ICU UNDERSIDE CF G(BFLOOR DECKING. THE AIR BARRIER MALL BE NSTALLED AT ANT EXPOSED EDGE OF INEUL. RIM JOIST SHALL BE INSULATED 4 INCLUDE AIR BARRER CEILNG/ATTIC - AIR BARRIER • DROPPED CEILING/SOFFIT SHALL BE ALIGNED W/ THE NSLL. AND ANT GAPS IN AIR BARRIER SEALED. ACCESS OPENINGS, DROP -DOWN STAIR ETC NTO /A CO4DITICNED ATTIC SPACE SHALL BE SEALED. BATT NELL. NSTALLED N ATTIC ROC ASSEMBLIES MAY BE C0P S5ED • EXT. WALL LINES TO ALLOW FOR REO'D ATTIC VENTILATION. WHERE PROVIDED • CRAWLSPA:CE, N LIEU O FLOOR NSJL„ NEL. SHALL BE PERMANENTLY ATTACHED TO THE CRALLL5PA.CE WALLS. EXPOSED EARI14 IN INVENTED EARTH SHALL BE COVERED WITH A CLASS -I VAPOR RETARDER W/ OvERLAPPIG JONTS TAPED. BATT NBA. SHALL BE CUT FEATLY TO FIT AROt10 WIRING 4 PLUMBSC N EXT. WALLS WITHNT vOIDS)GAPS. AIR BARBER SHALL EXTEND BEHIND ELECTRICAL/COMFWICATI04 BOXES OR NSTALL AIR SEALED BOXE5. EXT. WALLS ADJACENT TO TUBSr54OWERS TO BE NSULATED AND AIR BARRIER 544L1. SEPARATE THE INSULATED WALL FROM THE SSOWERMB TESTRG: DWELLING SHALL BE TESTED TO VERIFY LEAKAGE RATE DOES NOT EXCEED 5 AIR CHANGES PER HOUR 6T' BLOWER DR TEST AT A PRESSURE OF 02 N Wit (50 PASCALS) CODE OFFICIAL MAY REQUIRE TESTING TO BE COMPLETED BY APPROVED THIRD PARTY. SEE R402.4.11 FOR PROCEDURES AND DOOSENTATION REMITS. 6. ALL EXPOSED INSULATION 15 TO HAVE A FLAME SPREAD RATING NOT TO EXCEED 15. A SMOKE -DEVELOPED INDEX NOT TO EXCEED 450, WHEN TESTED N ACCORDANCE WITH A51M E 84 OR LL 123, AND CRITICAL RADIANT FLU( NOT LESS THAN 0.12 WATTS PER SQUARE CENTIMETER • EXP05E11 ATTIC INSIL. 1. ALL WINDOWS WM A 24'ARC OF EITIER VERT1A EDGE GF ANY DR N A CLOSED POSITION, WITH BOTTOM EXPOSED EDGE LESS 7144N4 60' ABOVE FLR CR WALKING SURFACE SHALL HAVE TEMPERED GLAZING. a SKYLIGHTS ARE ASSUMED TO BE PRE-MAaFACTURED INT SKYLIGHTS WIT SKYLIGHTS SHALL BE COMPLIANT WITH THE RECUIREMENTS CF 4MtMI M, CSA 101/152/4440 9. ALL EXT. WNDOlE ARE 70 BE DBL. GLAZED AND ALL EXT. DRS. ARE 70 BE SOLID COTE LLW LLEATHER5TRIPPWG. PROVIDE I/2' IN DEAD BOLT LOCKS CN ALL EXT. DRS_ AND LOOCNG DEVICES D4 ALL DRS. AND WINDOWS W/IN 10 FT. (VERTICAL) CF GRADE. PROVIDE PEEPHOLE 54' - 66' N ABOVE FN. PLR CH EXT. ENTRY DRS. m. BASEMENTS, EVERT SLEEPING ROOM ono HABITABLE ATTICS TO HAVE MN WINDOW OPENING O 5.1 50 FT. WITH A MN. WIDTH CF 20' It AND 4 SILL HOT. NOT MORE THAN 44' N. ABOVE FIN BOOR II. GLAZING N DOORS AND ENCLOSURES FOR HOT TUES WHIRLPOOLS. ULNAS, STEM) ROOMS BATHTUBS 4 SHOLLERS, AND N ANY PART OF A BUILDING WALL ENCLOSING THESE COMPAR11'1EMT5, WERE BOTTOM EDGE OF GLAZING 15 LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDNG OR IIJALKNG SURFACE, 10 BE TEMPERED GLAZING. OPERABLE UNDOES LOCATED MORE THAN 12' ABOvE FNISHED GRADE OR SURFACE SHALL HAVE LOWEST PART OF CLEAR OPENING A MIN OF 24' ABOVE FNISHED FLOOR GLAZIG BETWEEN FINISHED FLOOR AND 24' SHALL Be FIXED OR HAvE OPENINGS THROUGH WHICH A 4' DIA. SPHERE CANNOT PASS CR CODE APPROVED WIDOW GUARD !COMPLIANT W/ A51M F2090). O. SMOKE DETECTORS SHALT- BE NSTALLED N EA. SLEEPNG ROOM, OUTSIDE THE 11•EDIATE vICNITY OF EA SLEEPNG AREA AND ON EA. STORY OF THE DWELLNG CARBON MONOXIDE ALARMS SHALL BE LOCATED IN EA BEDROOM OR W/N 5 FEET OUTSIDE CF EA. BEDROOM DR BEDROOMS ON SEPARATE FLR LEvELS IN A 5TR1C1URE a 1U10 OR MORE STORIES SHALL HAVE SEPARATE CARBON MONOXIDE ALAR15 SERVM4 EA. STORY. ALL SMOKE DETECTORS AD/OR COMBINATION SMOKE/CARBON MONOXIDE ALARMS SHALL BE INTERCONECTED SUCH THAT THE ACTUATION CF ONE ALARM WILL ACTUATE ALL THE ALARMS AND WILL BE AUDIBLE IN ALL SLEEPNG AREAS OVER BACKGROUND NOISE LEVELS WITH ALL NTERVENING DOORS CLOSED. SINGLE STATION CARBON MICNOXIDE ALAR15 THAT ARE HARD WIRED SHALL BE EQUIPPED UV BATTERY BACKUP. 13. ELECIRCAL RECEPTACLES N BATHROOMS, KITCHENS, EXTERIOR LOCATIONS AND G4PAGF5 SHALL BE GF). CR GM. PER NATIONAL ELECTRICAL CODE (NEC) REQUIREMENTS. H. NT. 4 EXT. STAIRS SHALL HAVE A MEANS 70 ILL1Ma4ATE THE STAIRS, INCLUDING LANDINGS 4 TREADS. INT. STAIRS OF 6 STEPS OR MORE SHALL NAVE THE REQUIRED LIGHTING N THE IMMEDIATE VICINITY Of TIE TOP 1 BOTTO1 OF TIE STAIRS. EXT. STAIRSWYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED N THE 111IEDIATE VCNITY CP THE TOP LANDING OF STAIR EXT. STAIRS LENDNG FROM GRADE TO BASEMENT SHALL HAVE AN ARTFCIAL LIGHT SWR GE IN THE ITIEDIATE VICNITT OF THE BOTTOM LANDIG OF STAIRS. LIGHTNG FOR NT. STAIRS SHALL BE CONTROLLED FROM TOP 4 BOTTOM a EA STAIR SEE !RC. 3031 B. PROVIDE COMBUSTION AIR VENTS NJ/ SCREEN AND BACK DAMPER) FOR FIREPLACES, WOOD STOVES, AND ANY APPLIANCES WITH AN OPEN FLAME FIREPLACE FLUE DOPERS SHALL BE TIGHTLY FITTSY4 AND OPERATED BY A READILY ACCESSIBLE MANUAL OR AFFIRMED AUTOMATIC CONTROL. K. BATHROOMS, UTILITY ROOMS 4 INDOOR SLLm111NG POOLS 4 SPAS ARE TO BE VENTED WITH A FAN CAPABLE OF PROWLING A MIN 50 0 91 NTER1ITTB4T OR 20 CFR COOT. AND KITCIE45 CAPABLE OF 100 CFM INTERMITTENT OR 25 CRI CONT. ALL EXHAUST vENTS TO BE VENTED 70 EXTERIOR THE EQUIVALENT LBGTH OF THE DRIER EXHAUST DUCT SHALL BE IGENTFIED ON A PERMANENT LABEL OR TAG LOCATED WITHIN 6 FEET CF TIE EXHAUST DUCT COH4ECTICN Il. SPECIFIC MANSACTtRES AND MATERIALS DEPICTED ON 11E5E PLANS ARE AN INDICATION OF QUALITY AND STRENGTH VERIFY ALL CONSTRUCTION MATERIAL SUBSTITUTIONS WITH CURRENT APPLICABLE BUILDIG CODES AND LOCAL BILDNG OFFICAILS PRIOR TO NSTALLATICNI.AUBSTITUTION. B. THIS DESIGN, UNLESS PURCHASED WITH ITS SPECFIC ENGINEERED ANALYSIS, SIA5 NOT BEEN REVIEWED FOR ANY SFEOFIC LATERAL DESIGN REQUIREMENTS. ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS (MANDATORY) This dwelling shall ealpol9 w/ sufficient options from table R406.2 ao as to achieve the following min number or credits (choose applicable duelling unit) E] I. Small Dwelling Unit: __- 05 points Dwelling units less than 1500 sq. rt. In conditioned floor area w/ less than 300 sq. ft. of Fenestration area. Additions to existing building that are less than 150 sq. fL of heated floor space E7 2. Medium Dwelling Unit:.__.. 1.5 points 411 dwellings unite that are not In included in M or h3 I] 3. Large Dwe!IIng Unit: __ 25 points Dwelling wilts exceeding 5000 eq. ft. of conditioned floor area. elect options from Table R406.2 below by placing mark Lo left of option nlmlber to achieve specified point requirements. TABLE 4061 OPT DESCRIPTION CREDR(51 la EFFICIENT BUILDING ENVELOPE la: Prescriptive compliance is based on table R4021.1, e/ the folkway nodlrlcauaa: 05 Fenestration tt.028 Floor R-38, Slab on grads R-10 perimeter and under entire slab Below grade stab Rio perimeter and woe entire stub or Compliance based an Section R402.1.4: Reduce the total LIA 5%. EFFICIENT SARONG ENVELOPE IT: Ib Prescriptive compliance le based on Ube R40211 w/ the (allowing momodifications:I® Fenestration U..025 Wall R-21 plus R-4 Floor R.38 Basement wall R-21 Mt plus R-5 el Slab on grade R-10 perimeter and under snore slab Belau grade slab R-10 perimeter and wets entire slab or Compliance based an Section R402.1.4: Reduce 4e Target UA by lbw. EFFICIENT BOLDING ENVELOPE lc: IC Prescriptive compliance le based on table R402),I w/ the following modifications: 20 Fenestraticn 11.022 Cellmg and sing* rafter or Jolet-vaulted R-49 advanced Wood frame wall R.21 plus R-0 cl Floor R-38 Basement mall R-21 bit plum R-5 cl Nab an grade R-10 perleeler and wider entire slab Below grads slab R-10 perimeter and under enure slab or Compliance based on Section R401.14: Reduce the Target UA by 30%. AR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 2a Compliance based on Section R402.4.12: Reduce the tested air leakage to 40 air changes per Your manna a 05 All whole house vaxilatlon requirements es determined by Section M15(13 of to IRO. shall be men el a high e1Octency ran (max 035 watts/cfm), not interlocked w/ the Innace fan ventilation systems uaing a Entice Including an ECM rotor are provided that they are controlled to operate at low speed in venllatlon any node. To qualify to claim the credit, the building permit drawings ,hall specify the opt being selected and shall specify the max. tasted building air leakage and shall show the heat recovery vedllaticn sysLm AR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: 1b Caplets based cm Section R402.4.12: Reduce the tested airleakage to 20 air changes per hour maxima and 10 All Mole house ventilation req./Tenant. as Mumbled by Section 116013 of the maths!! be met w/ a teat recovery ve tllatlon syeten lu/ min sersele heat recovery efflclency of 0.10. To qualify to claim the credit, the bullring permit drawings shall specify the opt being selected and stall specify the max. tested building air leakage and shall show the hat recovery ventilation system AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: 2C Ccepllancs based on Section R402.412: Radice the tested as leakage to 15 err changesper hour mavmhm. and 15 All Mole house ventilation requirements as detemined by Section M5013 of the IRO. shall be met w/ a heat recovery ventilation system w/ min sensible heat recovery efficiency of 025. To qualify to claim this credit, th bulldog pemit drawings shall specify the opt being selected and shall specify the max tested building air leakage and shall show the hat recovery ventilation system HIGH EFFICIENCY SNAG EMIIPM'ERT 3a: 3a Gas, propane or oll-feed furnace w/ mkt ARE or 95% 05 To qualify to claim this aedN, the bulldog permit drawings shall specify to opt being selected and shall specify the heating equipment ewe and the min squlpmen. efmcls.c9, HGH EFRCIBDY HVAC EQUIPMENT 3b: 3b Air-sorce heat pump w/ min HSPF of 85 ID To qualify to claim this credit, the binding peel drawings shall specify the opt being select and shall specify the hating equipment type and the mere equipment. envy. HIGH EFFICIENCY HV4C EQUIPMENT 3c: 3c Closed -bop grand same hat pump, w/ a min COP of 33 or 20 Open loop water source heat pop w/ a max purpkg hydraulic tread of 150 feet and Mat COP of 36 To qualify to claim this credit, the bulling permit drawings stall specify the opt being selected and shall specify the heating equipment type and to min equipment. efficiency. 3d HIGH EFFICIENCY HVAC EQUIPMENT 3d: DUCTLESS SPLIT SYSTEM HEAT PUPS, ZONAL CONTROL: 10 In home Mee to pinery space hating systen le zonal electric heating, a ductless heat pump system shall be metalled and provide hating to at beet one tome of the housing unit. To qualify to clam this credit, the bulldog pelnit drawings shall specify the opt being selected and shall epedfy the heating equipment type and to min equipment. efficiency. 4 HIGH EFFICI19NCT HVAC niStRistitlCN SYStRM:' All bating and cooling system exponents betalled inside the conditioned space. IID All combustion equipment evil be direct vent or sealed combustion Locating system corponents in conditioned crawl spaces Is noL permitted order this Option. Electric resistance haat is not permitted under this option. Direct ccmbwtins heating egiaprent W AFUE Tess than 80%is not permitted ede tits option. To qualify to clam this credit, the buiidng pemit drawings call specify the apt bang selected and shall specify the heating equipment type and shall thew the location of the bating and cooling equipment and all diclwak EFFICIENT WATER HEATING 5a: G Water heating system shall include one or thr rollOwkg: Cads, prcpana of al water heater w/ a min. EF of 062 a Electric Water Heater el a ern. EF of 0.93. and for both cases All saserhead and kitchen skis Faucets installed in 1h house call be rated at 1.15 GPM a las. All otter lavatory faucets shall be rated at 10 GPM or less.b To qualify to claim this credit, the bulldog permit drawings shall specify to apt being selected and shall specify the wale boater equipment type and the ern. equipment efficiency and shall specify Se max note rates for ail showeteade. kitchen sink faucets, and other lavatory faucets. E-t NTH EFFICIENCY WATER HEATING 5b: Water heating system shall iobde one of to following: 15 Gas, propane or o1 wale hater W a min EF of 052 0r Solar water heating supplementing a mit standard water heater. Solar water heating will provide a rated min sav'mgs of 85 Theme or 2000 kWh based on the Solar Rating and Certification Corp. (SRCC) Mural Performance of 0G-300 Certified Solar Water Heating System or Electric heat pisp water heats w/ a min. EF of 2D and meeting the standards of NEEA's Northern Orate Specifications for Heat Pump Water Heaters or Water heater hated by ground Korea heal pap seethe the rsqulreme4a or Option 3c To Rally to claim this credit, the building permit drawings *hail specify the optlon being selected and shall 'specify the water hater equipent type and tb min. equipment effclency and. for solar water feeling eyslers, the calculation of the ern energy savings. RENEWABLE ELECTRIC ENERGY: 2 For each 000 kllh or elecvlcal generation provided arnually by on -site wind or solar equipment a 05 credit shall be allowed, ip to 3 credits. Generation shill be calculated as follow: 05 For solar electric eyetms, the design shall be demonstrated to meet lies requirement using the National Renewable Energy Laboratory calculator PVWAtts. Documentation noting solar access shell be included on the perm. For rind generation projects designs shell docun•m annual power 9014140on basal on the following factors: The wind turbine pace curve, average annual wand speed at the site, frequency dletrlbutlon of the wad speed at the site and height of the tower. To qualify to clam this credit, the building pemit drawings shall specify the opt being selected and shall show to photovoltaic or wind turbine equipped tyx, provide documentation of solar .0 wind access, and Include a calculation of the min amual awgy poser production FOOTNOTES. a. Nara Duct Placement- Ducts included as Option 4 of Table R4062 shall be placed wholly mitten the heated envelope of the housing unit. The placement stall be inspected and utlned to receive the credits associated W/ this optics. EXCEPTION: Ducts ewplylng w/ Ws Section may have up to 5% or the total linear feet or ducts located in to exterior Cavities or buffer spaces of the duelling. If this exception is used IN/ ducts ell be tested to the following standards: Post-constnucuon test/ Leakage to outdoom Hall be less than or equal to 1 CRT per 100 f1' of conditioned floor area what tested at a pressure differential of 0.1 Inches mg. (25 Pa) across the entire admen, Including the manufacturers air handler enclosure. Al register boots shall be taped or otherwise sealed clang to test. b. Plaiting Fixtures Flow Ratings: Low flow plumbng fixtures (meter closets ard elnals) and fillings !faucets and stawaheeds) doll comply w/ to foliosng requremente: !U Residential bathroom lavatory Birk faucets: )Max. flow rate-38 LAM (10 gal/min) when tested n accordance w/ ATE AI018.1/CS4 BI251 (2) Residential kitchen faucets: lax Row rate-65 LMm (1.15 gal/min/ when tested in accordance w/ AS-E AI0331/C5A B12S.1 (3) Residential who terheads: Max flow rate-6e Lei 015 galMn) uMI tested In accordance w/ AWE A1J61KSA 605) FOUNDATION NOTES: 09/30n0 I. FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL SOIL DEVOID OF ANY ORGANIC MATERIAL AND STEPPED AS REQUIRED TO MAINTAIN THE REQUIRED DEPTH BELOW THE FINAL GRADE. 2. 501L BEARING PRESSURE ASSUMED TO BE 500 PSF. 3. MAXIMA SLOPE OF CUTS AND FILLS TO BE TWO (2) HORIZONTAL TO ONE (1) VERTICAL FOR BUILDINGS, STRUCTURES, AND FOUNDATIONS. 4. ANY FILL UNDER GRADE SUPPORTED SLABS TO BE A MIN. CF 4' N. GRANULAR MATERIAL COMPACTED TO 9544. 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 EXPOSED TO THE WEATHER:, AND GARAGE SLABS 3,000 P51 - PORCHES, STEPS, 4 CARPORT SLABS EXPOSED TO WEATHER: 3500 P51 MORTAR 4 GROUT TO BE MIXED PER MFR REQUIREMENTS. nL-3 6. GARAGE FLOORS TO SLOPE 1/8'/FT MN. TOWARDS OPENNG A5 REG7JIRED FOR DR4NAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-1% AIR ENTRAINED 1. CONCRETE SIDEWALKS TO HAVE 3/4' N. TOOLED JOINTS AT 5' FT. (MIN) OL. B. REINFORCING STEEL TO BE A-615 GRADE 60. UELDED OPTIONAL WIRE MESH TO BE A-165. S. EXCAVATE SITE TO PROVIDE A MN. OF 18' CLEARANCE UNDER ALL GIRDERS. 10. COVER ENTIRE CR4UL SPACE LUTH CLASS 1 VAPOR RETARDER reg. 6 MIL POLYETHYLENE FILM). 4 INSTALL A RADON VENT BETWEEN GROUND COVER AND SOIL (PER IRC APPENDIX F,- SEE SHEET R), AS REQ'D UA4ERE VENT AREA 15 LESS TNAI I/300 OF CRAWLSPACE AREA. II, PROVIDE A MIN. OF 1 5Q. FT. OF VENTILATION AREA FOR EACH 500 5Q. FT. OF CRA/UL SPACE AREA. LOCATE VENTS TO PROVIDE CROSS VENTILATION OF THE SPACE. IF CLASS I VAPOR RETARDER NOT USED, PROVIDE 1 5Q. FT. OF VENTILATION AREA FOR EA 300 SQ. FT. OF CRAWL SPACE AREA, AND VENTS TO BE EVENLY SPACED TO PROVIDE CROSS VENTILATION, EXCEPT CNE SIDE CF BUILDING MAY HAVE NO VENT OPENING. VENTS ARE TO BE COVERED WITH I/8' NL MESH CORROSION RESISTANT SCREEN. 12. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED OR PROTECTED WITH 55' ROLL ROOFING I3 BEAM POCKETS IN CONCRETE TO HAVE IQ' IN, AIRSPACE AT SIDES AND ENDS WITH A MN. BEARING OF 3' N. 14. WATERPROOF BASEMENT WALLS BEFORE BACKFILLNG. PROVIDING A 4' IN. DIA. PERFORATED DRAIN TILE BELOW THE TOP OF THE FOOTING (SEE BUILDING SECTIONS). FRAMING NOTES: 1. ALL EXTERIOR WALL OPENINGS 4 BEARING WALL OPENINGS TO HAVE 4 X 10 HEADERS UNLESS OTHERWISE INDICATED. IF BUILDNG BUILT WITH 885s' N STUDS USE 4 X 8 IEADERS UNLESS OTHERWISE NOTED CN NE PLAN. 2. ALL EXTERIOR WALLS 70 BE BUILT OF 2 X 6 STUDS • 16' 0.C. TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE TO BE BUILT OF 2 X 4 STUDS • 16' OL. TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS SUPPORTING TWO OR MORE FLOORS AND I CR MORE ROCF/CEILNG ASSEMBLIES SHALL BE 2 X 6 STUDS • 16' OC. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4'-0' N HEIGHT, SUCH WALLS SHALL BE FRAMED CF STUDS HAVING THE SIZE REQUIRED FOR AN ADDITIONAL STORY UNLESS SPECFIED OTHERWISE. 3. ALL METAL CONNECTORS TO BE 'SIMPSON' OR EQUIVALENT. UN.O. JOISTS HANG ON FLUSH BEAMS 70 BE ATTACHED WITH 11210 OR EC11v4LENT. MDLTIPLE JOISTS USE U210-2N210-3 A5 REQUIRED. USE OF 10d X I-IR' NAILS ARE ALLOWED WITH THESE TYPE CF HANGERS UNLESS NOTED ON THE PLANS. SEE NAIL CONVERSION CHART FROM CONNECTOR MAUF. CATALOGS FOR OTHER NOTES AND RESTRICTIONS THAT MAY APPLY. USP CONNECTORS CONSIDERED APPROVED EQUAL. 4. PROVIDE DOUBLE JOISTS WIDER ALL WALLS ABOVE, RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING BELOW ALL BEARING WALLS RUNNING PERPENDICULAR TO FLOOR JOISTS. 5. PROVIDE POSITIVE VENTILATION AT EACH END OF EACH RAFTER SPACE AT VAULTED CLG AREAS, AND NS/LATION BAFFLES AT EAVE vENT5 BETWEEN RAFTERS. RAFTER VENTILATION 16 ALSO REQUIRED AT BLOCKING LOCATIONS ABOVE THE PLATE. 6. PROVIDE FIRE BLOCKING PER 20122 IRO. 12602.6 4 R502.13, DRAFT STOPS PER 20D IRO. R502.12 1. HIPS, VALLEY'S AND RIDGES SHALL NOT BE LESS IN DEPTH THAN THE END CUT OF THE RAFTER 8. UNLESS NOTED OTHERWISE, POST TO BEAM CONNECTIONS REQUIRE 'SIMPSON' BC SERIES CAP/BASE (OR 'USP' CR APPROVED EQUAL) CONECTORS. EXTERIOR APPLICATIONS REQUIRE SIMPSON' EPB SERIES BASES UN.O. AND INTERIOR GARAGE POSTS RE0JIRE 'SIMPSON' CB SERIES SA5E5. 'LISP' CONNECTORS CONSIDERED APPROVED EQUAL. 9. LUMBER SPECIES: A. POSTS, BE4M5, HEADERS JOISTS AND RAFTERS NO. 2 Dar -LASER B SILLS, PLATES, BLQ Y 43 BRIDGING ETC N0. 3 DOUGLAS HR C. 511D5 STUD GRADE DE. D. STUDS OVER 10' HIGH N0.2 OR BETTER DP E. POST 4 BEAM DECKNG UTILITY GRADE DF. F. PLYWOOD Si -EAU -MG 9' COX PLY, 3246 G. GLU-LA21 BEAMS (EXT. ADH • EXT. CONDITIONS) Fb-7400. DRY ADM. H. FSL MATERIALS • Fb • 2900 E • 20 Fv • 290 LVL. MATERIALS" Fb • 2600 E. 19 Fv • 285 • PSL NDICATES PARALLEL STRAND LUMBER '• LVL INDICATES LAMINATED VENEER LIMBER I. METAL HANGERS 4 FARMERS USED WITH) PT. LUMBER TO BE STARLESS STEEL OR NOT DUFFED GALVNIZED. it -4 BUCG 4 CLG J51 TO SILL/GIRDER 3-8d (2h5.013') TOE NAIL CLG J5T LAPS OVER PARTITIONS 3-10d (3'x0J18') FACE NAIL CLG JST/COL 71E TO RAFTER 3.10d (3'x0II8') FACE NAIL RAFfER/TRIISS TO WALL R 3-Bd (31,2'):0.135'/ / 3-10d (3'x0.I28') TOE NAIL (24)' RAPIERS TO RIDGE. VALLEY OR HIP 4-I6d (3'h5m0135') / 3.16d (3'Ik0135') TOE / FACE NAIL t1' WOOD RATED SHEATHYt (UNOJ 6d (2'x0)13'/ 6' EDGE/12' FIELD 4 OBL, BUILT-UP STUDS 4 TOP R 10d (3'x0.08') 2400. (FACE) ABUTTING STUDS • WALL CORNERS 16d (31/l'x0135') 12' OL. (FACE) BUILT-UP NPR (2 PC5 W/ Fry' SPACER) Ibd (3h'x0.U5') B' OC. (EA EDGE) CONTINUED HDR (2 PIECES) led (31y'0J35') 16' OL. (EA EDGE/ CCNTINAILVS HDR TO STUD 4-6d (2mrykeJ13') TOE NAIL DBL STUD LAP (24' OFFSET • JOINTS/ 8.16d (31A0.135') FACE NAIL • LAP BLKG BOLE R TO J5T OR BLKG Re (3'ry'x0.B5') 16' OLE) . (PAC SOLE R TO JSTJBLK'G • BRACE PANEL 3-16d (36'x0135') 16' OC. 511D TO SOLE PLATE 3-ea (2ve5m0113') / 2-16d (315'x0.135') TOE NAIL TOP/SOLE R TO STUD 2.16d (311k0.135') END NAIL TOP R LAPS • CORER INTERSECTION 2-10d (3'1/40.128•) FACE NAIL I' BRACE TO E4. STUD 4 R 2-8d (21/25,0.113'4 / 2-STARES Fee' FACE NAIL 's he IL:OD RATED SHEA7IG (U)10.) 6d (2'x0.113') 6' EDGE/12' FIELD S ff o a' JST TO SILL/GIRDER 3.8d (2v3'xO.13') TOE NAIL RIM JST TO TOP R 8d f2h'x0.I13') 6' OL TOE NAIL R41 J5145LKYG TO ELL R 8d (2LG'x0.IB') 6' O.C. TOE NAIL Ells' SJBFLR OR LESS TO EA J57 1.6d (2h1k0J13') / 2-STAPLES Nor' FACE NAIL " 1' SIEFLR TO JST/GIRDER 2-16d (2LSk0.135') • FACE NAIL 2' PLANKS (P 4 B FLR AND ROOF) 2.16d (2111.01351) • EA BEART BOLT -LP GIFDERS/BEAIS (1' LAYERS) 10d0501289 • 32' OL. STAGGERED TOP 4 ROT. W/ (2l NAILS a ENDS AND • SPLICES I11LTI-PLY FLR JST (OVER 3 RUES) T3'a BOLTS UV U1A5HERS STAGGERED • 24' oc. 11'-I' WOOD STRDTI:RAL PANELS 8d (214x0.131') 6' EDGE/12' FIELD The'-I'i WOOD STRUCTURAL PANELS 10d (3'x0.148') / 8d (2vn'x0131') 6' EDGED' FIELD vJ' GYP5Ui UWLL/CLG. BD. (LINO.) NJ' ROOF'G / h''e' TYPE 5711J' SCREW 1' EDGE/)' FIELD Ls' GTPSfi W4LL/CLG. BD. (UNA) P4' ROOFG / l) ' TYPE 'S'/'U SCREW 1' EDGE/1' FIELD 'f2) TOE NAILS ONE SIDE, (II ON OPPOSITE SIDE. 4 h16ge. STAPLE WV MIN }' DIA GROIN WIDTH L4ttD F5013J124 Re02A(14 AND SPAN TABLES O4 202 IRO. TADLE R5023XI4 nor, W4(2) JOISt6 (10' DL) FLOOR (40' !MO' DU (L/360) *ODOR (30' LUIW' DL) (L/360) JO STS (10a D.L.) CEILIMS '20' LLA0' DU fLR40) caws (10' LLA0' Di) (1/240) DF. 02 SPACG 0.C. MAX. SPAN MAX. SPAN pp, 02 SFAC'G OC. MAX. SPAN MAX. SPAN 2 X 6 12' 10'-9' 111-10' 2 X 4 12' 9'-10' IT-5'16' 9'-9' 10'-9' 16' 8'-9' 11.3' 24' 8'-I' 9'-1' 24' 1'-2' 9'-10' 2 X 8 to 14'-2" B -1' 2 X 6 12' 14 -10' 13-6'1V 12'-1' 14'-1' 16' 12'-10' Il'-B' 24' 10'-3' 111-6' 24' 10'-6' 14'-10' 2 X 10 12' IT-9' 9 -r' 2 X 8 12' 18-9' 25-8' 16' 15'-5' -:-' 16' 16'-3' 23'-0' 24' 12'-1' 14'-1' 24' 13'-3' I8'-9' 2 X 12 12' 20'-1' 23'-0' 2 X le - - 12' 22'-II 26'-0'' 16' 11'-10' 19'-11' 16' 13•10' 26'-011' 24' 14'-1' I6'-3' 24' I6'-3' 22'-11' TBL-6 26 GA G.I. FLASHING 2 X RS. TRIM BD. STD BRICK SET FLAT 4' BRICK VENEER I' AIR SPACE 222a. MASONRY TIES • 16' 00. EA. WAY 15' BUILDING PAPER V2' COX PLYWD 54-1TH'G 2 X STUDS 0 16' 0.C. SEE BUILDING SECTIONS 26 GA G.I. FLASHING WEEP HOLES • 24' 0.C. - FOUNDATION MAY EITHER BE OFFSET 4' FOR BRICK OR A 4' CONC. BLOCK FD1N. MAY BE BUILT UP FROM THE FOOTING TO ABOVE GRADE (vERiFT ON SITE) 5 WIRE • {2' OL. HORIZONTAL. WRAP TIES AROUND WIRE BRICK VENEER DETAIL SCALE : 1/2' a 1'-0' M-BRKDET 7/01/13 2' MN. 'SIMPSON L550 EA. SIDE V1' PLYULOD RISERS (3) 2 X 12 STRINGERS %' TYPE 'X' GLIB. TYP. UNDER STAIR 6' DIA. MAX FLR WIG NAILED •6' MAX 0/C TO JST W/ 'DTT2Z' FLOOR J875 (SEE PLANS) *ME: ALL HARDWARE TO BE COMPATIBLE W/ P.T. MATERIAL HANDRAIL ENDS SHALL RETURN OR TERMINATE • NEWEL POST OR SAFTEY TERMINAL IVs' PART. BD. BULLNOSE TREADS GLUED 4 SCREWED (MALL AFTER ROOF ON) STAIR DETAIL • • PROVIDE a EA EDGE OF DECK (MIN 2 REQ'D) MEETS ORSC 4 I.RC. FIG. 501/3 CONTIMJr1l5 LEDGER FLASHING (PER CODE) ' SIMPSON' LU526 W/ ' 509112' FASTENERS DECKING MATERIAL (SEE PLANS) h SIMPSON 'DTT2Z' DECK JSTS (SEE PLANS) 41. 0 HDG THREADED ROD W/ NUTS AND WASHERS P.T. 2 X 10 LEDGER W/ (2) LEDGERLOK 'FMLL358' OR EQ. • 16' 0/C (UN.O.) MIN Fe' EDGE DIST. CTIP TO EXTEND FULLY BEYOND INSIDE FACE OF RIM BD) DECK LEDGER tTYP UNDi 34• • 11-0' e HANDGRIP SECTION STUN 111. 4 2' HANDRAIL BALLUSTER OR PARTITION (VERIFY STYLE) 6140E RAIL FOR BALL15TER5 NOSING OF TREAD 2 X 12 STRINGER - 2 X BLOCKING PROVIDE MIN. 36' CLEAR WIDTH AT STAIRWAYS B711N. i'•ID' 4 3 T' DECKLATCONN 4' MIN WATER HEATER - HOLD TIGHT TO GYP. BD. SCALE : 3/4" • I'-0' WOOD 2 X4 GYPSUM WALLBOARD PLAN ELEVATION SUPPORT SCALE : 1/2' • 1'-0' WO X 5' LAG SCREW FLEXIBLE WATER CON. SEISMIC STRAPPNG ENCIRCLING TANK FROM BOTH SIDES. GYPSUM WALLBOARD WOOD 2 X 4 LEDGER la X 3' LNG SCREW WITH WASHER SEISMIC STRAPPING FLEXIBLE WATER CCNN. WOOD 2 X 4 LEDGER SEISMIC STRAPPING ENCIRCLING TANK FROM BOTH 51DE5. WOOD 2 X 4 LEDGER FLEXIBLE GAS CCNN. ANCHOR W. N. TO BASE I - BASE TO FLOOR RAISE PILOT LIGHT I 1 18' ABOVE FIN. FLR WHWALL 1 TA-STAIR1 07/15/00 PLAN SEISMIC STRAPPING 14'a X 3' LAG SCREW Ili/ FLAT WASHER 110 1► Al 4 e_mj IMMO FIRST STUD NOT BEHIND WATER HEATER 6' MAXIMUM FLEXIBLE WATER CONN. WATER HEATER 6' MAXI1-11-1 SEISMIC STRAPPING ENCIRCLING TANK FROM BOTH 51DE5. FLEXIBLE WATER COM. SEISMIC STROPPING ENCIRCLING TANK FROM BOTH SIDES. FLEXIBLE GAS CONN. RAISE PILOT LIGHT 18' ABOVE FLOOR ATTACH W1-1 TO BASE 4 BASE TO FLOOR EL VAT I ON CORNER W-I-I. SCALE : I/2" VMCORN 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 BOIT. 4 X 4 CLEAR CEDAR BOTTOM RAIL 4 X 4 CLR CEDAR POST 0 4'-0' 0/C MAX. Sa'a GALv. M.B. W/ NUTS 4 WASHERS m �3 (3) 16d NAILS • EA JOIST MR DECK RAILING SCALE : 11/2' • 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 1 X 3 CONTINUOUS CEDAR - TOP 4 BOTT. 4 X 4 CLEAR CEDAR BOTTOM RAIL 4 X 4 CLR CEDAR POST • 4'-0' O/C MAX. `eNi GALV. MB. WJ/ NUTS 4 WASHERS SIMPSON A34 FRAMING ANCHOR • EA SIDE • EA END (4 TOTAL) 2 X 8 MIN. BLKG Q 'SIMPSON' HD2AHDG OR DTT2Z s 2 X 8MIN. DECK JST M-TRAILS REV. 09/28/11 DECK RAILING SCALE : 11/2' I'-0' 51MSPON 'H104' SEISMIC CLIPS TO TOP IE'S 0 'SIMPSON' HD2AHDG OR DTT2Z • DECK SIDES M-DRAL6 REV. 09/28/11 ENERGY HEEL TRUSSES (FLAT OR VAULTED CLG) ROOF BOUNDARY NAILING (SEE PLANS) 2 X SOLID BLKG FROM TOP e TO ROOF 5NT'G (VENT PER ROOF PLAN) EMEND EXT. 5HT'G TO BOTTOM OF TRUSS TAIL (EDGE NAIL TO BLKG) N 2 X STUD (PROVIDE 'TSP TIE a 32' 0/C TOP ES TO STUDS FOR UPLIFT CONTINUOUS LOAD PATH /5.\ TRUSS CONNECTION SCALE : V2' S 1'-O' COPYRIGHT NOTICE 'trivet CH.plif G A... 1 06312 nos S TAMP M.SI APPEAR RED RFD I I FOR fill$ f0 EE A LEGAL -"WALL FRA 1 MING II III 1 TYP • ENERGY HEEL TRUSS E) ` 1 _ 7 RIM JOIST drtADE'; .• . • . . J pJ : . '- AX t. •.t 1-. d. SEE TTP WALL 550110N FOR F 04Ll0P _ DESIGN • 703 II II Ii PONY; WALL FRAMING TO;MATCU WALL 11 FRAMING ABOVE .. • . 1r • TY Of; iLA ,_ 4 20�1 . • :PERMIT.Eri4TER:.:: • STEP FOOTING DETAIL tty• • 1'-0• STE/7FTO MASCORD GENERAL NOTES -WASH STATE 01/09715 COPYRIGHT © 2006 ALAN MASCORD DESIGN ASSOCIATES. NC 219TA-GW-MCCARTERLOTS DRAWN 06/09/06 TJH REV 09/19/16 HLL REV 06/10/14 RJV PASSIVE SUB -SLAB DEPRESSURIZATION RADON CONTROL SYSTEM FOR NEW CONSTRICTION NOTES: I. ALL CONCRETE SLABS THAT COME IN CONTACT WITH THE GROUND SHALL BE LAID OVER A GAS PERMEABLE MATERIAL MADE UP Cif EITHER A MINIMJ'1 4' THICK UNIFORM LAYER OF CLEAN AGGREGATE, OR A MINIMUM 4' THICK UNIFORM LAYER OF SAND, OVERLAN BY A LAYER OR STRIPS CF MANUFACTURED MATTING DESIGNED TO ALLOW THE LATERAL FLOW OF SOIL GASES. 2. ALL CONCRETE FLOOR SLABS SHALL BE DESIGNED AND CONSTRICTED IN ACCORDANCE WITH LOCAL BUILDING CODES. ADDITIONAL REFS: AMERICAN CONCRETE INSTITUTE PUBLICATIONS, 'ACI302.IR' t 'ACI332R', OR THE POST TENSIONING INSTITUTE MANJAL, 'DESIGN AND CONSTRUCTION OF POST -TENSIONED SLABS ON GROND'. 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 51-IALL BE FILLED OR CLOSED UTH MATERIALS THAT PROVIDE A 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 ASTI1 C920-51. 4. VENT PIPES SHALL BE INSTALLED 50 THAT ANY RAINWATER OR CONDENSATION DRAINS DOWNWARD INTO THE GROUND BENEATH THE SLAB OR SOIL -GAS -RETARDER MEMBRANE. 5. CIRCUITS SHOULD BE A MINIMUM 15 AMP, 115 VOLT. JOIST EXHAUST (IV FROM OPENINGS INTO CONDITIONED SPACES OF BUILDING) 12' MIN. ABOVE ROOF GRADE I FVFL LIVING AREA INTERIOR PARTITION FLOORING JOIST GAP BLOCK OR OTHER SEAL ON HOLLOW BLOCK WALLS L .5C -WATERPROOF SEALANT APPLIED TO EXTERIOR WALLS i FLASH! ROOF BRACE ATTIC SOIL -GAS -RETARDER MEMBRANE (MIN. 6-MIL POLYETHYLENE SHEETING OR EQUIVALENT» OVERLAP SEAMS 12' M SEAL OPENINGS IN SLAB AND AROUND PENETRATION t NOTE 3 ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF VENT FAN : NOTE 5. ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF WARNING DEVICE : NOTE 5. SEAL SUPPORT STRAPPING 3' 4' DIA. VENT PIPE (PVC OR EQUIVALENT) SLAB: NOTE 2 MIN. 4' THICK LAYER OF GA5 PERMEABLE MATERIAL : NOTE I P1 U�\ ice•• •0 a? •. J n' u /Y.b C7!ii.;. LL,_L cECTION G\ _-VS. PVC T-FITTING (CR EQUIVALENT) TO SUPPORT 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 U.S. EPA. 'MODEL STANDARDS AND TECHNIQUES FOR CONTROL OF RADON IN NEW RESIDENTIAL BUILDINGS', THESE SPECIFICATIONS MEET MOST NATIONAL CODES. THE BUILDER AND HOME OWNER 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 ORAIN • 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 WELLS • 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 SE 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 501L, SHALL BE FITTED WITH A GASKETED OR SEALED LID. WHERE THE SUMP 15 USED AS THE SUCTION POINT IN A SUB -SLAB DECOMPRESSION SYSTEM, THE LID 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 NAVE 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 1/4', 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 AS DOORS OR PANELS, MUST BE CLOSED AND GASKETED TO CREATE AN AIRTIGHT SEPARATION. AIR HANDLING UNITS IN CRAWL SPACES SHALL SE SEALED TO PREVENT AIR FROM BEING DRAWN INTO THE UNIT. PASSIVE RADON CONTROL SYSTEM IN CRAWL SPACE FOR NEW CONSTRICTION NOTES: I. 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 CRAALSPACES IN CONFORMANCE WITH LOCAL CODESt VENTS SHALL BE OPEN TO THE EXTERIOR AND BE OF NONCLOSEABLE DESIGN. 3. CIRCUITS SHOULD BE A MINIMUM 15 AMP, 115 VOLT. GRADE I FVFI EXHAUST (10' FROM OPENINGS INTO CONDITIONED SPACES OF BUILDING) 12' MIN. ABOVE ROOF SOIL -GAS -RETARDER MEMBRANE SEALED AGAINS WALL AND AROUND PENETRATIONS (MIN. 6-MIL POLYETHYLENE SHEETING OR EQUIVALENT) PEFFORATED DRAIN TILE± NOTE I ROOF BRACE L ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF VENT FAN : NOTE 3. ELECTRICAL JUNCTION BOX FOR FUTURE INSTALLATION OF WARNING DEVICE : NOTE 3. 3' 4' DIA VENT PI (PVC OR EQUIVALENT) SEAL MEMBRANE AROUND PIPE PENETRATION ADJOINING SHEETS OF MEMBRANE OVERLAPPED AND SEALED II t�l12'11 I16ndlipsIT 4.11111 Ilr 1• CONC. FOUNDAT ON (SEE TYP. WALL SECTION ON PLANS) CRAWLSPACE SUB -MEMBRANE DEPRESSURIZATION SYSTEM PvC T-FITTING (OR EQUIVALENT) TO SUPPORT VENT PIPE 4 2018 CRAWL SPACE RADON MITIGATION IN ADDITION TO THE CRAWL SPACE SEALING REQUIREMENTS, ONE OF THREE RADON MITIGATION METHODS SHALL BE IMPLEMENTED. METHOD •I - 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 IA CFM FOR EACH 50 SQ. FT. OF UNDER -FLOOR AREA, METHOD '2 - PASSIVE SUB -MEMBRANE DEPRESSURIZATION SYSTEM (AFI035.1) • 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 VEINTILATIONAND BUILDING TIGHTNESS. • PROVIDE N0 LESS THAN ONE NET SQ. FT. OF CRAWLSPACE FOUNDATION VENT AREA PER EACH 150 5Q. PT. 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 N1101,1(3). WHOLE -HOUSE VENTILATION RE2IT. (cfm) FLOOR ARE:= (hr.') NUMBER OF BEDROOMS 0-I , 2-3 4-5 6-1 et <1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 10; 3,001-4,500 60 15 90 105 I201 4,501-6000 15 90 105 120 11S 6,000-1,500 90 105 120 135 q0 >1500 105 120 135 160 me, TA LE N71011CJ 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 CF TN15 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 G45-PERMEABLE MATERIAL SHALL BE PLACED UNDER ALL CONCRETE SLABS AND 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 CF 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 14' 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. SOU. -GAB -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 LArrED 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 ANY 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 THROUGH 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 1$ 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 POWERED 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 REQUIREI ENT • TO ACCOMMODATE FUTURE INSTALLATIGNLGE.AN ACTIVE SUB -MEMBRANE OR SUB -SLAB DEPRESSURIZATION SYSTEM. AN ELECTRICAL CIRCUIT TERMINATED IN AN APPROVED BOX SHALL BE INSTALLED DURING CONSTRUCTION IN THE ATTIC. OK VIIFFMCAEMPDATED CATION OF VENT PIPE FANS. F L L ALSO BE ACCESSIBLE AnA{b dIo N YSTEM FAILURE ALARMS. TION FOUNDATIONS • COMBINATION: BASEMENT/GRAURn RENTER SLAB-ON-GRADE/CRAWL SPACE FOUNDATIONS SHALL HAVE SEPARATE RADON MITIGATION SYSTEMS IN EACH TYPE OF FOUNDATION AREA. PA55IvE SUB -SLAB AND PASSIVE SUB -MEMBRANE RADON VENT PIPES MAY 5E CONNECTED 10 A SINGLE VENT TERMINATING ABOVE THE ROOF, OR EACH VENT MAY INDIVIDUALLY CONTINUE TO RMINATE ABOVE THE ROOF (SEE VENT PIPE NOTES). MAR 202017 CC?VPGHT © 2011 ALAN MASCOPD DESIGN ASSOCIATES. INC. R A 0 NOTES PROJECT MANAGER. DRAWN 05/11/11 JRE • SHEAR WALL SCHEDULE • SEISMIC ZONE D APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) (1)2XD.F.studs max.l6.O.C. (2) Anchor boles to be /""s j-bolts w/min. Y embedment into 5 •_ concrete. Secure with BP 3 orBPS %g -3. BPS %"-3 requires an additional std. cut washer. (3) Intermediate studs nailed 0 12' 0.C. (4) Framing 0 adjoining ponds to be 3x nominal d wider. w/nailing staggered. (5) 0.131"s % 2)/z F. RH P-noil may be replaced with 0.131'e % 2$' common not d 0.113'0 X not tumbled galvanized box nal. d (6) 0.148'0 X 3" F. RH P-nos moy be replaced with 0.1480 X 3" common not d 0.128 0 X 3' hot dip d tumbled gdvanizaa box nei. (7) "F. RH. P-nar- designates o full round -heed power nail. (8) Minimum 4X6 poet 0 each end. (9) Hdeewns occur 0 eochstud end o1 each ehe0rwae lesion to mkt. double 2% studs. Wall shed'. shod be edge nailed to eoch holdown stud. t0 ( ) CMST 14 X 36"L w/(8) 16d common each end. • HOLDOWN SCHEDULE • MARK (9) SIMPSON MODEL4 FASTENERS CAPACITY (LBS.) NOTES MARK PANEL THICKNESS FASTENERS (3),(5),(6),(7) SOLE E NAILING 16d SINKER SILL PLATE NOTES ALLOW • C I,I.I II: Z ♦ No holdown required q Gannett elm. pots to floor jet/drn/bm/betg. w/16d 0 4- 0.C. N/A - - TYPE 0 PANEL EDGES 512E 04) AB SPACING (2) LOAD _ IF36" CMSTI2 x Long (7) led common eels of each end. t,500 t For ep,,see (10)options. SaE © _ 746" or 1" 0.131 • x 21f' F. RH. P-NAIL 6" O.C. 6" O.C. 2X 48" O.C. � © CMST12 x 48" Long (Is) 16d comma^ nets at etch end. 3,430 Far equivalent (II) time. Q _ ] " r(6nols 6o�r 1%2" o.131 • : 2)y" F. RH, P-NyL 4" O.C. 4" O.C. 2X 46" O.C. 3S0 350 CMST12 x 60" Long 9 (22) 16d common at each end. 4.700 Far equivalent aptione. see (12) CMST12 x 72" Long nds ae sashn(29) 16d cdman na 6.210 ?4e" or 3y2" 0.131 4 x 2B" F. RH. P-NAIL 2" O.C. 3" O.C. 2X 3X 13" O.C. 34" O.C. see (4) 60O b00 a CMST72 x 90" Long (39) 164 common nays at eocn n& 0350 0 _22" 46 13sz" a131 6 „ 2)f' F. I I. P-NAIL 2" O.C. 2" O.C. 3X O.C. see (4) 8g6 STH014RJ (30) 16d sinkers z,aes EwNdntap tpn i. on HTiS. MST 37 w/(10) 16d common d sinker each end. MSTC40 44/(14) 16d sinkers each end. (11) CMST 14 X 60"L w/(22) 16d common or sinkers each end. MST48 w/(16) 16d commons 0 each end. MSTC52 w/(22) 16d sinkers eoch end. (12) OAST 14 X 72"L w/(29) 16d common or sinkers each end. MST60 w/(23) 160 common each end. M5TC66 a/(32) 16d sinkers each nd. (13) May use on HH0014 in plac0 Of MOU-14. Alk,HTTS (26) 16d sinkers 5896x24 3090 Equivalent option is on 101J-5 w/(14) 505 s. v 746" or 14 • �R EA. SIDE 0.131 ♦ x m' F RH. P-NAIL 3" O.C. 3" O.C. DBL 2X 3X 20" O.C. 20" O.C. see (4)screws. yell Q HDV-8 (20) SDSV 7x 21$• screws. SB4x21 7.870 Yin. (3) 2x or 6x. with studs nosed together7.46' 44/16tl sinker O 6' 0.0. Or 1• EA. SIDE 0.131 • x 2Yr' F. Pot. P-NAIL 2" O.C. 2.5" O.C. 3X 16" O.C. see (4),(8) 12$O 112288�0 (_ HDU-11 4.)4)SDS A3o7 mrao0eo r0a A8. 21t'.2�f"ai�•p1a1a d li1 bl.n. (2) nuts. Min t0- Hp. embed 9.535 6x6 post lipid. r•q'd. x13• deg 101 no rea. • ea. gnaw boll 4. / Ak _ 1 2" EA. SIDE at.a ♦ x 3' F. RH. P-NAIL 2" O.C. 2" O.C. 3X 13" O.C. seelig (4),(8) (14) 3X plate required where shown on foundotian pion. D3 07 14 / / •HOU-14 see (13) (36) 6D5 A' X 2Yz" strews, I's A30] iNsod00 red A.B. blunt 44/ (2 ts. Mktte10' ¢1 .meal. 14.HS 6X6 peel rpb. 11.oy Hex not mid. pX�%•a. anchor bolt. _ r 1 EXTEND INTERIOR SHEARWALLS TO ROOF SHEATHING, SEE TYP. INTERIOR ROOF DETAILS PLEASE NOTE: THE TOP OF EACI-! SHEAR WALL MUST SE 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 r I/4' . • FRAMING CLIP SPACING SCHEDULE O.C. • LTPF,A35:8d COMMON X 1)& LONG NAILS. LS50, L50: 10d COMMON X 3 'LONG NAILS. SHEAR WALL FRAMING CLIP OPTIONS LTP4 A35 LS50 L50 Lk 18' 20" 27" 20" Q 14" 15" 20" 15' A\ 8" 9" 12" 8" 0 5.5" 6" 8" 6' A\ ID" 11" 14" 10" AN 8" 8" 11 8• A\ 6.5" 7' 9" 7" LEGEND • APPROX. HOLDOWN LOCATIONS >• SHEAR WALL LOCATIONS OETAIL REFERENCE TAG 3X 3X SILL PLATE REWIRED tE (212XDBL. 2% SILL PLATE REQUIRED fe flee SHEAR WALL LINE O LOAD FROM ABOVE ® DOUBLE 2x6 U.N.O. EXTEND SHEAR WALL THROUGH INTERSECTING WALL DINING ALIGN ND. • THIS END W/I-IOLDOIN BELOW LIVING r MAIN FLOOR PLAN SCALE , I/4' • I'-0' M3 GENERAL NOTES (1) All fasteners exposed to weather sholl be galvanized. (2) All exterior walls shall be built to "S" shearwall requirements OS o minimum. (3) Sheathing on sheorwalls sholl not be interrupted by any wall butting into shearwall. (4) Builder to verify instollotion requirements for all hardware connections per manufacturer. (5) All floor system lumber to be installed with maximum moisture content of 167.. (6) All hardware & fasteners in contoct with P.T. lumber shall be stainless steel, 2-max or hot dip galvanized. (7) Noil dimensions: 8d common = 0.131x2.5 10d common = 0.148x3 16d sinker = 0.148x3.25 16d common = 0.162x3.5 r EDGE NAILING 1 (2) 2x OR LARGER EDGE NAILING DEPENDING ON HD. LARGEST OF TI-IE (2) 14D'S • CORNER • FOUNDATION LARGEST OF THE (2) HD STRAPS a CORNER (2) 2X OR LARGER (DEPENDING ON N.D.) COMBINED 1-IOL1:)OWN 6 CORNER SCALE: 3/4' • 1'-0' rJ I L, ALIGN HD. • THIS END WMOLDOLLN ABOVE _L I \ R REC. ROOM ALIGN W/ HD. ABOVE -L___ L GARAGE COPYyRIGHT redone Co/Tight Act.t%VICE 106312 ova rmeTHFO1t1H1S OatKIES C D WRAP STRAP AROUND BM. OR DBL. JST. • T I / I / Lr, R L ALIGN HD. • THIS END WMOLDOLN ABOVE L_ 1 - L__J EXTEND SHEAR WALL THROUGH INTERSECTING WALL l 1- LOWER FLOOR / FOUNDATION PLAN SCALB/4' • i'-0' R2 LI COMMIE -O • w lu QW d) E die I U II 11 Il &tt= s.==�kib 11 H II 9 TIES fu u11I 11 II II I St O.C. ==='°===6 l C3) 4 II II II EACH 91DE I 11 � I II II 11 6 6 u 6 6 °¶ .====1t== uI n - e — WIND it mane ANALYSIS 2012 IBC RCLLELL 85 EXP.: C SEIS. CAT.: D ZIP: 58188 EXPIRES t'rnr 21, 2016 SIMPSON 116TA36' EA. SIDE, (4)-TOTAL 2X CRIPPLE WALL OVER HEADER W/ It;• SPLICE ---• JOINT W/ CONT. NAILING CONTINUE HEADER TO BLDG. CORNER 4 NAIL SCATHING TO HEADER W/ 0.148'4 X 244' M. ItlH. P-NAILS • 3' O.C. BOTH WAYS GARAGE 15/32' APA-RATED 54-4TI4'G FROM SINGLE SHEET, FASTENED PER SHEAR SCHEDULE SPECIFICATIONS AND NOTES BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATICf4S 4 NOTES REBAR 60 GRADE SEE SHEAR SCHEDULE AND NOTES FOR I4OLDOCILN SPECS PANEL WIDTH —•3 TIES re 11 lt2 0 ID PLAN VIEW OF STEM WALL CCNC. '5 REBAR W/ 24' 4.400K TOP 4 BOTTOM • CORNERS MIN. 12'42' can. FOOTING • GARAGE DOOR W/ (4) A4 CONT. 12 NARROW SHEAR PANEL J NO SCALE (REDUCES PANEL HST.) 00e4151EMaa 6 1 • 1 o S REBAR 'N' LAP 48 DIA W/ REBAR 'M' APPLY EMULSION WATERPROOFING PER MFR. SPEC'S PRIOR TO BACKFILL OF WALL A4 • 10' 0/C CONT. HORIZ. BAR 'Ms VERTICAL 04 • I6' O.G. u HORIZONTAL 11. BACKFILL WALL W/ FREE -DRAINING GRANULAR MAT. FULL WIDTH OF HEEL 3'e PERF. PIPE W/ FILTER FABRIC BAR '0' HORIZONTAL INSTALL SLAB BEFORE BAGKFILLING it. • 3 CLR -3' CL — C 8' A B Pe • 3000 PSI Fy • 60000 PSI SDP • 1,500 PWF 35 PSF EQUIVALENT FLUID PRESSURE RETAINING WALL DESIGN H A C B SAR 'M' BAR 'N' BAR 'O' 5'-4' 10' 10' 2'-4' e4 • 18' O.C. e4 • lB' O.C. e4 • 18' O.C. 1'-4' 1'-2' 1'-2' 3'-0' 04 • 16' O.G. e4 • 16' O.C. 04 • 18' Oil' 01-4' 1'-8' 1'-8' 4'-0' 5 • S' O.C. 04 • 18' O.G. 04 • 18' O.G. 10'-4' 2'-0' 2'-0' 4'-8' 05 • S' OC e4 • lb' O.C. 04 • IS. O.G. THE CALMER/BUILDER MUST CONFIRM THAT THE SITE SPECIFIC CONDITIONS AND RE=&'MTS MEET THE DESIGN PARAMETERS OF THIS RETAINING WALL. PLEASE DIRECT ALL INO)IRES TO TI-IE CONTACT INFORMATION PROVIDED ON THE • `. •,CHED RETAINING WALL DESIGN CALCULATIONS RETAINING WALL 45918 Y OF TUKtTrCS2003 MAR 202017 PERMIT CENTER 4s9 RWWSV (-7 Z Z Lill Z Ow Q MHO 0 0 O 14 DRAWN 06/29/la JLV REVI 09/15/1S SNA v c LLJ ui Cot vD r- 2# SNOW LOAD 2659 SO. FT. SUB -TOTAL LL LL (1 (0 GARAGE AREA • 390 2197A Li ,« CCP`/RIGHT © 2013 ROWELL TYPICAL SHEAR WALL DETAILS 1/2' CD-X PLYWD. ROOF SHEATHING SHEATHING TO MATCH WALL BELOW 'SIMPSON' A35F • EACH BLOCK (OR 16' O.C) CLG. JST. SHEATHING (SEE SCHEDULE) • 4' O.C. 2 X STUD WALL (PER SPECS OF WALL BELOW) SOLID SLK'G 2 X STUD WALL Interior shearwall parallel to trusses Scale: 3/4" = 1'-0" 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. SECT. C C Interior shearwall perpendicular to trusses Scale: 1' = 1'-0" r 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'-0" 2x blocking or joist. Shear nailing, see schedule. Floor sheathing. r__ 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" 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. 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" 1 a E CO CO co E 0 m E a INTERIOR UPPER FLOOR DETAILS I_1 I 1=III-1113I 1E 111 C 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" 111-111E11E11E11E1111L 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. I I El 1 E1 I II-LIL� 11 -IIIIIEII�II IRE • i1 „ u. • EXTERIOR UPPER FLOOR DETAILS _ 1E111 11 IIIIE Garage slab 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 Roof sheathing. Roof 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 I 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. Scale: 1" = 1'-0" Scale: 1' = 1'-0" STANDARD CUT WASHER SIMrt0N t3P5%-3 BEARING PLATE IIIUDSILL SEE SCHEDULE s'0 J. BOLT SEE SCHEDULE Standard A.B. Detail Scale: 1.5' =11-0" 2x studs. Floor sheathing. Shear nailing. see schedule. - Sheathing per plan. Edge nailing 45°t lit x COPYRIGHT NOTICE Federal Copyright Au titre I A. U.S Coos I 06312 tujS SEW MUST APPEAR IN RED FOR MIS TO BE A LEGAL COPY 16d @ 6" o.c. 2 x 4 flat stiffener. 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 blockin L30 clip. Top chord. 2 x 4 angled brace (4) 16d blocking to brace. SECT. B•B Scale: 1-1/2" = 1'-0" EXTERIOR ROOF DETAILS EX Cont. 2x rim. Sheathing. Edge nailing. Mudsill, see schedule for requirements. Mudsill anchor bolt. (see schedule for size & spacing.) III=1 11=1 I I I-IIILU IIIII� 1 • } 2x studs. 2x blocking @ 48' o.c 8d @ 3' o.c. Shear nailing, see schedule. Sheathinc. see schedu4 Edge nailing. Sheathing. Edge nailing. Mudsill, see schedule for requirements. Mudsill anchor bolt (see schedule for size & spacing.) (4O2s • aI I-1 I I II�II Floor joists perpendicular Scale: 1" = 1'-0" Floor joists parallel RECEIVED CITY OF TUKWILA MAR 2 0 2017 ?ERMIT CENTER Ufa =111=111 INTERIOR FOUNDATION DETAILS Scale: 1" = 1'-0" EXTERIOR FOUNDATION DETAILS D COPYRIGHT © 2013 ROWB.L B G1'EERNG 0 Z W W z J — WC � Z OW II 'NI 0 0 rtj ,a a SS X a Id Id z 0 z a Id J 4 CC 7 I- 0 J II: F N J 0 DRAWN 05/29/1a JO' REV1 09/15/15 SNA gi4 EM.14 g:14 c0 co a v v o < —J � 3 L/ Or 25# SNOW LOAD cc cc Occo 00-J LLOLL CC W a. ]2O 2659 SO. FT. SUB -TOTAL GARAGE AREA • 390 SO. FT. 2197A LZ C3C VICINITY MAP NOT TO SCALE 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: ENVIRONMENTAL: MICHAELMcCARTER 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 PBS ENGINEERING & ENVIRONMENTAL 130 NICKERSON ST SEATTLE, WA 98109 CONTACT: KATHARINE M. LEE (206) 233-9639 LEGAL DESCRIPTION: TAX LOT0042000147: 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 8, 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 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). 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. / / ) I �/ l l/ fl(r/J/�7 / -- �f`77 A • R) / / \ JJ(p. // �.,_"'/74G‘Koit /J/'/ �^vg'�KE BY B E INLI'l/JE VIONE A�5J0l///R(I I I I I 11/p//// r."--jr // 0 //, a l� 1/;/l1// DRA � \� rS N 8N \ J� 211:7A \\\\ { 1 >)\\ I(1I}�I —� \_\*\NN.\\ .\ CR; "11 S °02 °E 844E TH\ °JP'07" KCA J \ J82 \K ;iR ( 1' T --- \ - :12/7.17:17-5 11 E PLANEC�ORDI\\\11.% STEE 0 /l12843262( j/ )4 a \ 44 .7 , 1 , 11 , 491 1LEGEND: inmy 49, 25 //%/ l (l i 22)) I1 �/ f/ ,�/lb f et, / j) j /tip � �) --z i/ �/ / I / __s_ (I LOT 8 \1/4l ✓ I � /! !r i / / / / ��I { { �`" /�� \ \ \ Ex FLowLNE ON AP, r -V //� JV/( I I ////// / 50' WETLAND \ — 1 SEE_ C_07TJIINUA_TIION THIS SHEET _T- --_��EXEGO.6GY t } IBLOCK WALL � EX SD PW I(LOCAAA ; (� r CXim� IKETE A ON r7Jr J / l)� G I EXISTING CONTOURS RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURN AROUND // ` V WETLAND POINTS AIAR$ED ' >Bp �� \ \ (BY -PBS ENGINEERING 1CN� � �' •: /( / aN\ / �� \\ ' -EN RONMENTAb.5/07 \ — Ecn klit11(7\\Cf*61-71-12:rir:ltt-C---J..---. v , �- . IPPR M / . 1 \ 1 1 1 t5:---;_____:— — ---'" --fir 1 I \km ______ _____„240 .......___ -..------= \-- \J—�--4 -i .- .--..-- - . ---aT- ..r ..-e9tt1/4-'-x7 1— \ `- — 1 _`C—. A% \ \ I ' tEX €NCEIS CW 1.3' SOUTH O� T.- REBAR WIT ABBREVIATIONS KEY: A/C -ASPHALTIC CONCRETE AC -AIR CONDITIONER AP -APPLE TREE BLDG -BUILDING BM - BENCHMARK BTM -BOTTOM C -CEDAR CB - CATCH BASIN CI -CAST IRON CL - CENTERLINE CO - CLEAN OUT CONC- CONCRETE CoT - CITY OF TUKWILA CW -CONCRETE WALK DBO - 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 FF FH FT G GV GM GUY H HB HO IE ICV INV LF LL LS MH MON -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 v, 146.16 , EX 6' CHAIN LINK FENCE / / < 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 DRAIN S -SEWER S -SLOPE SAN -SANITARY SD - STORM DRAIN SHT -SHEET SL - STREET LIGHT SO -SQUARE FEET SS - SANITARY SEWER SSMH - SANITARY SEWER MANHOLE SSS - SANITARY SIDE SEWER ST -STREET STA -STATION TB TBM T!C TEMP TEL TH TR ULP UTP VB W WM WS WV YD - , - STAIP. 36.0' PI: 11+ 1.06 05'43' W 272.37 bJ —6' WO[ o FENCE I 24IEASgMENT FOR INGRESS, ( I E(RE & UTILITIES - THRUST BLOCK - TEMPORARY BENCH MARK - TELEPHONE/CABLE • TEMPORARY -TELEPHONE • 1 EMPOHARY EROSION/ SEDIMENTATION CONTROL - TEST HOLE -TELEPHONE RISER - TYPICAL - UPPER LEVEL - UTILITY POLE - VERTICAL BEND - WATER - WATER METER - WATER SERVICE - WATER VALVE • YARD DRAIN UPPER F =252.75 / MAIN F=242.75 GARAGB FF=232.75 +73.00 —_.. ----- C 8E05'43' 0.00' EX BLDG #48 e 3 PI: 10+630 :10+36.88 F FIRE TRU TUR AROU AREA ) \ L GRAVE SURFACING \ '\ 15 WIQE'RESUR E?ic 210 -- - 36 88' NBS'o543'n EX GRAVE DRIVEWA G VEL DRI AY " EXECOLO BLOCK WALL 1 SEE CONTINUATION THIS SHEET 200 PI:. 7258 2+41.18 _ Roo \I\ NN? \� \ \AT END F HAMMHE*2HEA�\ �' LTRABL REYIAININ WA t.JRFSPPVE2 / J FACJNG 0 BARKING S , A E GSA G2ETE ED ARLFIRjTR4' / % ! TTUKVA ND/�R A /) t` ( t F1=NCE ATy�OP OOF'41�ALL\ VEHICtiF PROTE07100NN v\ \ \\, \ \ i SEMF OR r IN RE EGRESS / 8 UTI TIES l < - t SHA •1/\0? 4\NN \II QE PP, (LOCA SEX ED -- Spu EX (LC j I / \ DO LJ I 1 (L CA1ON AAPRO .) /1 4 �1 EX FLJWUNEIINFIRATI N TRE�(LOCATIQN APPfOX() 15'WIDEVEL FRI1ERE URA C GRAYD „ 1 ((/ IILL /P)+1 7411‘ / ELM n" J E WM of ION ASPH T D EX g�9 IN SPIK PHALT EXCAVATION QUANTITIES: CUT = FILL = EXPORT = 210-1 CU YDS (BANK) EX OUTAT, \\ir ((e7 / 11 (/ /\\Y\ )2A);\ \7( \( /im yk, et__,1\\\\\``\ TUKWILA RESIDENCES *OFFMAN NGINEERS 1601 Fifth Avenue, Suite 900 Seattle, WA 9810 1-1625 ph 206.623.0717 fax 206.624.3775 LASTING creativity results relationships I Sri' McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA Revisions ) Registration S ink NatehiTH TAG,/ / ( EX PLAN NOTES: 1. 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 TOPOGFtAPHIC 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 719/2004, 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 9M/2005. DATUM: ELEVATION DATUM PER SEWER MANHOLE #20-9 ON SOUTH 148TH STREET. RIM ELEVATION = 277.7 FEET SHEET INDEX: ci.o- SITE PLAN C2.0 - DRAINAGE PLAN C3.0 - GRADING PLAN AND C3.1 - SHARED DRIVEWAY DRAINAGE & GRADING PLANS C4.0 - WATER, SEWER, POWER & COMMUNICATIONS PLAN SEDIMENTATION CONTROL PLAN C6.0 - SECTIONS AA. BB AND DRAINAGE DETAILS C7.0. NOTES & SPECIFICATIONS ORRECigiN 5' 15' 30' 0' 10' 20' SCALE: 1" = 20' 401 Sheet Title SITE PLAN RECEIVED CITY OF TUKWILA MAR 20 2017 PERMIT CENTER Scale: 1 " = 20' (xi Project No: 150509 Dote: 06/08/16 Designed: GMM Drawn: GMM C 1 LEGEND: TYPE 2 CATCH BASIN w1SOLID COVER TYPE 1 CATCH BASIN w/FRAME & GRATE TYPE 1 CATCH BASIN w/SOLID COVER 12' SQUARE CATCH BASIN SO CLEANOUT DS 0 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 1 \ �\ N N + lrI //: /x /r'/ / // / I N N \\ \ I ( / / 1 11 \ \ ( ( 21° I / / / EX 8' MAPLE-~ _ —_ l EX 6�MAPLE / / EX FLO0413E, TYP / / 1/ (LOCATION APPROX.) SOUTH WETLAND BOUNDARY l MARKED BY PBS ENGINEERIN / . / AND ENVIRONMENTAL 5107 200 EX 35' MAPLE \ \� t.\ \ \ •�` '_ ~ 50'WETLARDBUFFER-FROM_,,, 1? MAPLE S 88°04'04' E _ 7 7117 i/Lli IX r\\((iiiii / \/ / c!( // /\ / 101 \\ \ \ \\\\\ ----r-\ -/ \ 111 I I �,� .�,� (SHT C---- \\ 3.0'- 1\ \ \ MAPL: I I � \ ` LOT6 APPROX7015- —ye -- OF SLOPE \\ \\ �/ / / 4" SD CO N. IE=244.25 c C3 0).ffffff � 1 EX21'830"AMPLE — EX HO4NEJ..FENCE IS 1.3' SOUTH OF 'I -Alt WPffil CAP rr 2$0 263.03�� SWALE, TYP 252.72� 4" DOWN T LEADER, S=201144.1YP EX22 5" 9' MAPLE EX 11' MAPLE MAPLE EX la_MABLI!,---_ ____ ---- -"e( 122E a___ --- szin;;;Sej,-.4%<bo --___ ---- — .a.„N \ WETLAND POINTS MARKED ---- 13Y-P86-ENG1ILE_ERING AND ----ENERGY DISSIP/L1ER APPROXIMATE - -- EX8" MAPLE ��- -'"C N `N a EX 15' MAPLE vo UPPER =263.50 \ \ \ \ 25 �& ` `49.33 `\250 11` \ \ YD4-12" SQRIM=246.80 x `_ x x 6"x45te BEND, 242 16L SD TYP INSTALL PIPE \1LEEVE UNDER TAIRS #612 DRAIN COLL TOR, ELBOW ON OU =244.74 / EX 6' CHAIN LINK FENCE EX 12" CEDAR MAPLE I //// ;65)<(//////>,>77/ UmPARyFF:2245227.755 SWALE, TYP MAPLE DS EADER, S MIN, TYP 4 SWALE leo INSTALL PIPE SLEEVE WALL F COLLECTOR, 1=2% MAPLE DS Ex 5. ear MAPLE li 1 STA/IR:\,;\ ) 7 DS 210 Ca \ \ ( 200 Co N saNN N ALa NCEDAI EX 15'C \ \:\ \ 7\ i\\ `\ \\ \723- 38 CI B ON OUTLET NO PARKING NEx SIGN ST OF NO P SIGN 10 KING RABLOCK AINING LL, TYP gets-9 tOFFMAN NGINEERS 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.377S coffman.com LASTING creativity I results I relationships McCARTER PROPERTIES TUKWILA, WA TUKWILA RESIDENCES Revisions Registration Key Plan Sheet Title DRAINAGE PLAN RECEIVED CITY OF TUKWILA MAR 2 0 2017 'ERMIT CENTER CEI Project No: 150509 Date: 06/0E/15 Designed: GMM Drawn: GMM Sheet Number C2 SFOFFMAN NGINEERS 1 I\ki\\\\ E1C4�MAPLE 11 Atl n\\Ni. r I ti248 .42w (SH C3.0) \ 1;\ '1ti 253.03 25.9% N '} 252.72 E-- \�11.2% \ 252.33 \ �1\% \ o'T (SHT C3.0) f - - LOT 6 EX 36' MAPLE AVERAGE GRADE LINE, TYP ROOF ^ - ,� LANDSCAPING •• 248\ //////2%S�l/////f / /)////�, 248.13 \NE - �/ TYP TLINE, BLDG OUTLI ,11P 2442 250.38 25026 253.42 EX21&30'MAPLE x EX HOGiN�E -FENCE IS 1.3' SOUTH OF 1FT-REBI�R WMII CAP (/ I I t 66.3' a 39.0' Ma MEI 42 \ \ 7 ROUSE A \ UPPER =263.50 MAIN FF= .50 GARAGE FF= 3.50 11+59 Teg WINDOW WELL 249.36- 250 (SHT C3.0) 61.8' 146.16' 37.0' 243. --6X{3}�$,11' MAPLE 0 \ ✓ / MAPLE E1o9`M(1PLE +�� MAPLE �MAE)-Mrs'\ MAPLE \ P�6e EX 8' MAPLE YARD DRAIN 242 \ 1' TOW24742 `pTOW=246" I4.6% V 2.96. HP=247. 54`I0 LANDSCAPIN t EX6'CHA/ IN LINK FENCE It 242.93 MAPLE 2.0% HP=243.23- NC PAVEMENT 10.0% 2.44 \ 242.531 I 24 .16 2424 242.37 24267 242.67 BTM OF FTG E =23100 BIM OF FTG ELEV=231.00 LANDSCAPING tam 2.5' STEP IN FOOTING BTM OF FTG ELEV=2,8.50 UPPEFF=252.75 MAIrry41,FF=242.75 GARAGE FF=232.75 WINDOW WE a MAPLE 7 STEP INj FOOTING BTM-0EE7G ELEV=22650 7 STEP IN FOOTING BTM OF FT ELEV=228.. 2.5' STEP IN B G OUTLINE, TYP 24 .67 ROOF OUTLIN , TYP R4 OF FTG EV=231.00 EX5'88' MAPLE 232.67 217t. r� }- _ - LI / --- , 2.30 - -e „� 1 261.:/\� 2i\w-24`62242.47 HP442.75 =123b .00 .6 Ns- .242.75 3o,3�'_62ug.-�o, LAWN <2i& I 235.1 p!OW7.�fiCYJ�5/ 235�.9?a.w8 7 mi.237LAWN 232.32 \. a*.B z4o.v.. I caY N TOW�45.03 f4:9% « -- .77 \2az �7q0 z32.s2. N 8�'OS'43`W 272.32'C�- ro I 7.45 68.3' r 20.0' 0 ><w 2H:1VMAX, X 5% MIN SWALE WINDOW WELL, PER ARCH 2% MIN HOUSE A UPPER FF=263.50 MAIN FF=253.50 GARAGE FF=243.50 i 26.0' i A/C PARKING AREA 40.g 20.8' 2% MIN w z J 0 J 28.0' UPPER FF=263.50 MAIN FF=253.50 GARAGE FF=243.50 LAWN 2H:1V MAX SWALE SECTION C-C 22.7' 2H:1V MAX SECTION D-D SCALE: 1" = 10' SCALE: 1" = 20' EXISTING GRADE, TYP FINISH GRADE, TYP 23.3' 9.0' J i 2% i MIN / - PATIO HOUSE B UPPER FF=252.75 MAIN FF=242.75 GARAGE FF=232.75 A/C PARKING AREA EX GRADE, TYP FINISH GRADE, TYP FENCE AT TOP OF WALL FOR VEHICLE PROTECTION 2H:1V MAX 15.0' GRASSPAVE2 38.6' EX 6' WCIOD FENCE ULTRABLOCK RETAINING WALL 28.0' GRAVEL DRIVEWAY TOW=23 .95 2 (SHT E C3.0) /, / ////c.c EX BLDG 1/4816 2'x12' PRESSURE TREATED NOTCHED GRADE BOARD (SEE PLAN VIEW DETAIL) DISPERSION TRENCH, TOP EL=227.65 4' PVC PERF PIPE, IE=226.65 CLEAN 1.1I2" TO 3.14' WASHED ROCK z 10.0' TDRIVEWAY RETAINING WALL - RETAINING WALL 11.2' 2H:1V MAX, 5% MIN 14.6' 1 FINISH GRADE, TYP ////////////////// HOUSE B EXISTING GRADE, TYP / 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 I= J Iui a 0 a GALVANIZED BOLTS, TYP Tx? GRADE BOARD SUPPORT POST (SEE DISPERSION TRENCH PLAN VIEW DETAIL ON SHT C6) SECTION F-F EX6'&9' MAPLES (2) PROTECT EX TREE ROOTS FROM DAMAGE 235.37 EX GRADE EX 12" CEDAR wu- MAPLE 230.74 EX EDGE OF I GRAVEL, TYP EX E9LOGY BLOCK WAU. PROIROE SMOOTH MANSE 13.97 49 30' EASEMENT INGRESS, E UTI GRAtEL DRIVEWAY SEE CONTINUATION SHEET C3.1 EG=221.72 T20;2850=229.00 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 LASTING creativity resultS l relationships McCARTER E Ar Top OF wi j y' / (TUKWILA 10 LES ULTRABL RETAININ 721114' TYP -SHEET C. LEGEND: .ke-4cY NN PROPOSED CONTOURS EXISTING CONTOURS GRADE SLOPE ARROW FINISH GRADE POINTS GRADE BREAK LINE SWALE/FLOWLINE RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURN AROUND' - 15' 20' Revisions Registration Key Plan Sheet 'Title GRADING PLAN AND SECTIONS .)E.RMIT CENTER CEI Project No: 150509 Date: 06/08/16 Waved: GMM Drawn: GMM Sheet Number C3 3/17/2017 SCOFFMAN NGINEERS A SEE CONTINUATION SHEET C2 EXBLDG#48f6 N .\o \)) L ) cc_ / / I 1•\ r / $ EX G yy BLOECOICK $VALEY ((OCAIfON A OX.I EX T EDG 1 C0WOETE A ON \ \ Iy►. (COCA S\ II) of l IA gLD S1 I / I � ll A�PRO .) 1 EX FCJWLINEANFI4RA11 W V/( TRE(•ICH (LOCATION APPIIO t4�yl� nific , ) /it I ((1 I I<< I l I / 1 I 1 J/l I • J ry - 1+-E E4( WM F E PP, (LOCA ION • • • EXEDe ASP 3+00 T/G EX 0 EX SPI g19 IN APHALT 10 EX GRgVEL DRIVE AY 1 \+----) \ `\\ `-� \ kii1t/�EM3FFOR �`/""..`/ i �//)) 1N RES EGRESS } 1J 6' CHE'i�jUTUTll- TIES Cl �I (/y1 j / L CB5- PE 1 ( < w/D WNTURNEb c_ ELB ON OUTL r =2 IE=RIM226 5 X DRIPLIN€, TYP L 21`�UGLASF / 3LF-6'4D, 5=0.0 OLF-DISPERSION OTC BARD ' WIDE x EP / ENCH R`NI=227.6 /� IE .65 / EX30" ED , EX 0" (It~V\ll } �LASFI GLA 11 T ON ¶FIR ROX.)' ) 1 E / / N (/) / 2 4\ \ \ \ 1 IGII/ E\ \EX\\S° H04LY 'I \ q9" H`l,Y 1 EE8"HOLL 1 IFF'F X8 HOUN OL�r \ iik.i y r:i to EX 4" H0f 'Y ? *' Y 4, , 57(0p 4,4 4"HOLA' (((� (O OLLY (HOLLY /I 9" HOLt/! HOL 'HOL {( f� \ • EX BLDG fee; (LOCATION APPRO) i EX PARKING AREA (LOCATION APPROX.) SHARED DRIVEWAY DRAINAGE PLAN SCALE: 1 " = 20' I 1 LEGEND: ®TYPE 2 CATCH BASIN w/SOLID COVER ® TYPE 1 CATCH BASIN w/FRAME 8 GRATE 0 TYPE 1 CATCH BASIN w/SOLID COVER 0 12' SQUARE CATCH BASIN m SD CLEANOUT DSO 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 I ( SEE CONTINUATION SHEET C3.0 T DGE —' rEx EASREAPRONT ' f '� 1 �CONC 7 WARP RADES t EXI'' / DRIVE AY AS NEC It \ . ` PROVI E SMOOTH NSITIO 14 f TCH BASIN (L �ION APP .) MATCH ISTING DE IA ND BEG FILL 15' WIDE GRAVEL / / _/. / 1 SURF? RIVE CED AY } EX FLOWLINEIINFIL TION TRENCH (LOCATION PROX.}I1/ I 1 I ( I I 1 I II j / I 1 f 1 \ ( ir N 1 r F4/ Ni) s / k I k c� I p / i k / / I / / � � ( I / I/ / ) I II 15' W DE R URF CED G iAVELIVE At ) ( 1 1 / III / / / i 111 IASPHALT �W 1 EX8' bOUTH '150TH TREE1` EX ASPHALT ( I N 88°09'12" W 3-00 EG=227 EX 10' HOLLY EX 5" HOLLY SHARED DRIVEWAY GRADING PLAN EX 18l DOUGLAS F (lMpN APPR(C4 12 OUTLET, 1 TIONRPP 0X.) /EX8",h3'8 (2)1d' PI E1 OLLY EX 8" HOLLY EX 8' HOLLY EX 4" HOLLY „p19,1 FILLY/ HOLLY / 0' HOLLY/ EX 9'1404 r EX HOLLY EX 12" 1-151Y SOUTHERL PROPOSED CONTOURS EXISTING CONTOURS GRADE SLOPE ARROW FINISH GRADE POINTS GRADE BREAK LINE SWALEIFLOWLINE RETAINING WALL ASPHALT PAVEMENT GRAVEL SURFACING GRASSPAVE2 SURFACE FIRE TRUCK TURN AROUND 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 LASTING creathiviiethip McCARTER PROPERTIES TUKWILA, WA TUKWILA RESIDENCES Revisions Registration Key Ran Sheet Title SHARED ACCESS GRADING AND RECEIVERAINAGE PLAN CITY OF TUK PERMIT CENTER CD Project No: 1 50509 Date: 06/08/16 Designed: GMM Drawn: GMM Sheet Number C3.1 3/1712017 WATER & SEWER NOTES: 1. UTILITY CROSSINGS/CLEARANCES - MINIMUM HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND OTHER PARALLEL UTILITIES SHALL BE AVE (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 WSDOT/APWA 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 7-15 OF THE WSOOT/A.PWA 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 HDPE PIPE. WATER SERVICE CONNECTIONS SHALL CONFORM TOTHE CITY OFTUKWILA STANDARD PLAN WS-18. 4. COPPER WATER PIPE - COPPER WATER PIPE SHALL BE SOFT COPPER TYPE "IC 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 (HDPE) EXTRA HIGH MOLECULAR WEIGHT PLEXCO PE 3408 INDUSTRIAL PIPE, OR APPROVED EQUAL, SCR 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 AMA C906 AND SHALL BEAR 111E 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 TO A CONTRACTOR PROVIDED DESIGN BY A FIRE PROTECTION ENGINEER. THE CONTRACTOR'S BID SHALL REFLECT THE CONDITIONS OF THE FIRE PROTECTION ENGINEER'S DESIGN. THE 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 BYA LICENSED CONTRACTOR WHO HAS ACHIEVED ASTATE LEVEL'U" CERTIFICATION. SUBCONTRACTING OF SUCH WORK TO PERSONS OR FIRMS NOT CURRENTLY LICENSED AS A FIRE PROTECTION SPRINKLER SYSTEM CONTRACTOR IS PROHIBITED UNDER WAC 212.80. 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 WSDOT/APWA 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 (FJONE) AS REQUIRED BY VAL VUE SEWER DISTRICT. PUMPS SHALL BE CAPABLE OF RUNNING AT40 GPM WITH A MINMUM LIFT OF 25 FEET. THE CONTRACTOR SHALL SUBMIT MANUFACTURERS 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 MANUFACTURERS RECOMMENDATIONS AND PER THE VAL VUE SEWER DISTRICT REQUIREMENTS. 13. PIPE TRENCH & BEDDING - ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF WSDOTIAPWA SPECIFICATION 1-08.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF I HE 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 OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO 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 WSDOT/APWA 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. 16. 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. SEWER TESTING & FLUSHING -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 7 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 CITY, 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. I g LEX HOG NET FENCE IS 1.3' SOUTH OF SET REBAR WITH CAP 9k15.5' PATIO, TYP as APPROX TOP OF SLOPE 1 4.4 4 SD, TYP (SEE SHT C2) HOUSE A UPPER FF=263.50 MAIN FF=253.50 GARAGE FF=243.50 11'59 TAP DOM WS FOR BLDG FIRE SPRINKLER, TYP (SEE WATER & SEWER NOTE 10.) x 146.16' EX 6" SS, PER SIDE SEWER INFO FROM VAL VUE SEWER DISTRICT EX SMH RIM=253.91 INV=250.7(E->W) 9LF-4" SS, S=0.04 MR EX 6' CHAIN LINK FENCE COMMUNICATIONS SERVICE, DBO (PHONE, CABLE, ETC.) POWER SERVICE, DBO (UNDERGROUND) EX 6" SS, S=2% PER SIDE SEWER INFO FROM VAL� VUE SEWER DISTRICT -STAIRS, TYP. INSTALL 8'k8"x45° WYE AT EXISTING 6' PIPE "x45° WYE w 5LF-6" SS, S=2%MIN - T/C 0 ;?‘k N 88"05'43" W 272.32' EX 6' WOOD �O.�FENCE 24' EASEMENT FOR INGRESS EGRESS & UTILITIES A U+5O ,� %/ �>_ a � Q1 60 HOUSE B UPPER FF=25275 MAIN FF=242.75 GARAGE FF=232.75 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' SS CO PER CoT STD DWG SS-2 7 COVER, MIN EX DOM WS, LOCATION APPROX. FIELD VERIFY PRIOR TO CONSTRUCTION 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 467LF 1-1/2' DOM WS, BLDG A EX DOM WS, (LOCATION APPROX.) EX FLOWLINEIINFILTRATION 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 REDUCER APPROX. FIELD VERIFY PRIOR TO CONSTRUCTION EX WM EX WM Sail? (LDOATIBMPPPROX.)- ,,,, EX EDGE ASPHALT EX8'W w } SOUTH 150THWST EX ASPHALT TO 84803 & 4805 EX COMMUNICATIONS LINE (LOCATION APPROXIMATE) T/C EX T/C EX RR SPIKE 1000 IN ASPHALT A 0+13.51 SECTION AA EX 'SPHALT CONNEC LINE TOEXS (LOCATION APP 10' LLY X 5" LY MMUNICATIONS ICE, DBO 1 POWER SERVICE, DBO (UNDERGROUND) COMMUNICATIONS SERVICE, DBO (PHONE, CABLE, ETC.) DOM W +19.96 10+00 SEATTLE CITY LIGHT HAND HOLE, DBO. EONE PUMP STATION RIM 230.5t IE=227.00, OR AS SPECIFIED BY PUMP SYSTEM SUPPLIER \ CB, TYP (SEE SHT C2) EX 17" DOUGLAS FIR ) / / EASEMENT FOR INGRESS, EGRESS & UTILITIES EX 6" CHESTNUT 30' X EX DRIPLINE, TYP EX 21" DOUGLAS FIR POWER SERVICE \ CONNECTION, DBO (UNDERGROUND AT POLE) EX 30" EDAR EX 20' DOUGLAS FIR EX 18' DOUGLAS FIR EX SD OUTLET, trt. (LOCATION APPROX.) Ve 476LF SS FM, DBO EX 9' HOLLY EX 8" HOLLY EX 8' HOLLY EeiNtcur EX Xf HOLLY EX d" HOLLY SALLY 4" HOLLY 4' HOLLY EX 10" HOLLY EX HOLLY EX 9' HOLLY EX 12" HOLLY EX 10" HOLLY sw AND 1- STREET CE PIPE EX PK NAIL WITH TAG #17663-0.046' EAST OF LINE PRODUCED SOUTHERLY SCALE: PERMIT CENTER AFRTINI 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity I results I relationships McCARTER PROPERTIES TUKWILA, WA TUKWILA RESIDENCES Revisions Registration Key Plan Sheet TiUe WATER, SEWER POWER AND COMMUNICATIONS PLAN CEI Project No: 150509 Date: 06/08/16 GMM Drawn: GMM Sheet Number C4 GRATE MN GFI N E FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH 2"x2"x14 GAUGE WIRE FABRIC OR EQUAL I LJ' 11_ 1- 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 BACKF1LL 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 MAINTENANCE NOTES; 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 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 CI-IANNELIZATION 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. - ...�'^ ?So 7 v X RRRR SPIKE IN ASPjMAIIT z30 EX PK VIMIJAG \_ #17 .046'EAS F LINE PRODUCED SOUJERLY ` J ��,�!�/ / I ��✓ ��� A/ \____1 r 240 EAST EDGE y QTFCT / EX ECOLOGY BLOCK WALL SAVE 8 -PROTEC•� — ° 0 000 o00 00o Oo o0 ° 0000 0 0 4' HIGH BARRIER FENCE EXISTING GRADE f DRIPLINE OF TREE (DISTANCE VARIES) SUPPORT POST EXISTING TREE TREE PROTECTION DETAIL NOT TO SCALE 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° °b• °00 0000° 0 0 0 u 0 O 0000 o0Oop0 00 000000 00 no Coon 0 n CONSTRUCTION ENTRANCE NOT TO SCALE z '0 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. B. 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. it 0 y lalltyang r--1 L__J 7 GROUND SLOPE DIRECTION ARROW TRIANGULAR SILT DIKE EXISTING TREES TO BE REMOVED EXISTING TREES TO REMAIN CONSTRUCTION ENTRANCE NC PVMT TO BE REMOVED AND REPLACED N01°14'48"E 154.95' �I 1 / t(Hf( \ ( SiItsac IP CATCH BASIN SILT FILTERING SYSTEM, OR APPROVED EQUAL. CATCH BASIN CATCH BASIN PROTECTION INSERT NOT TO SCALE NOTE: THE Siltsock® SEDIMENT CONTROL DEVICE IS MANUFACTURED BY: ACF ENVIRONMENTAL, INC. 2831 CARDWELL DRIVE RICHMOND, VA 23234 PHONE: 800-448-3636 \ 1 g \\ I AVfRAGPE GgiDE � \ \ , 1 I \ \ \ \ %` �•., ,� \ __� �\ �` -.` # \ I N CN.4, I I fr2--i/ 1171/\(\ ist (icy 2 BUILDIN OUTL a I / ]j �,^ / ( I /TRIANGULA)/ I-_Th SILT D OR Y/vh L,TYP (SEE NOTE ---7 .---7 ir I 4. . L '� ,/ / FILTER FABRIC i FENCING TYP ---- '— Q CLEARING —EBcfrs�rYP 1r TYPO INTERCE -1. SWA\E,1 EX 6' WOOD f N FENCE / CLEARING LIMITS, TYP 04Z"'^ { ThrEX _ AS1N tsx.,...:\ CONCRETE APRON N� EGRE�`S8E ITIES / J 'EX'FtOWNNEANEJLIRATOK �..�.---� ,.,.-ti �• „�- �"' Jam.. CLEARING LIMITS, TYP ESTIMATED MATED PAVEMEML PATCHING FOR TILITY INSTALLATION x • 4" TOO" QUARRY SPALLS,1Y MIN THICKNESS, TYP (SEE NOTE) O 000 0° 0 0 0 O 0 00 oo00 0 °° 0000o 00 ° °n 50' LENGTH MAY BE MODIFIED AS SITE CONDITIONS WARRANT SUBJECT TO APPROVAL BY THE CITY OF TUKWILA °° ° 00 0 0 0°00 °00 °° 0 000 '�RENCIU.QC8ll4NAR.�OX- -- RO s� x X X x Nm m \p a [n O p 'n p �g �,a • /m n rn x m X X/0, ° 2 x O O O O I v r 1 (LOCATION AP OX.) --SAVE�.PROTECT _EiPSDPIPE (COCA APPRO PROTECT S 01 ia -a.." W ----_ic 4. �O� 1.� gyp. 220 ti ti EX SD --� (LOCATION APPROX.) - � EX PARKING AREA (LOCATION APPROX.) 1. .�"••- 230 ,EGRESS �& UTILITIES LEGEND CLEARING LIMITS FILTER FABRIC FENCE SAWCUT LINE BUILDING OUTLINE AVERAGE GRADE LINE TEMPORARY INTERCEPTOR SWALE av��oAo�o'0 /', PIPE TO BE REMOVED EX HOG NET FENCE I 1.3' SOUTH OF SET REBAR WITH CAP EX HAIN / LINKFENCE -� VE & PROTECT S I ' 1 / -±CBTafiglE USED TO € I COLLECT RUNOFF DURING CONSTRU.CTIOriy--- I REFER TO SHT \INLET TO PRETENT FROM ENTERING PIPE, TYP TEMPORARY- INTERCEPTOR \\\ ) or ___ riefAfec /do, ik1-/ ( -1- 4-4;97.0PNA\-\. 1,`, i; /2 >pi\ Ti C// .7-\\VC>sei 11) / 7 1\ ;) \\C\ / "\. \ \1/41\\ \\.±.\\\ ( -\\NN\ Registration / tie;;1 ) ) lil / i Ild / 7 \I \ k. - .- 4/7 7121 1 Li ET/ND c,,,,DiRyAs) 1\ ,_—., 91 (I 1/2./ /5 1/1AN BUFL FROM ETLPL\D' \ \r‘: 1 it IN,DIiiiikiTirti\P p:Of rii KNEti3NYTAPLB:771 MING \ . \\I \c).\)>N ...7- \ 4s. ii:;:rPT/P11+:",,,,,.,:,:::./.:,,,„ iiiiii:roPNB:Eilgitri;(:. . • c- 4" g4/ 1 1) in / / ' 11 // P 1601 Fifth Avenue, Sui fax 206.624.3775 coffman.com McCARTER PROPERTIE: TUKWILA, W TUKWILA RESIDENCI Revisions 5' 15' 30' ?3--jr I SCALE: 1" = 20' Key Plan Sheet Title TEMPORAR\ /1 ri 1_ L_ EROSION AN RECEIVED CITY OF TUKWILA MAR 20 2017 PERMIT CENTER SEDIMENTA- CEI Project No: 1" = 10' 150509 06/08/16 GMM GMM Sheet Number C 5 ORA 3/17/2017 CB1-TYPE 2, 48"0 SCOFFMAN NGINEERS z i0 FINISH GRADE y __ge `L 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=0.02 ft/ft FROM CB2 6' PVC SD, FROM YD2, IE=227.72 IE=223.80 2-6' BACK UP RINGS 4/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" HDPE SD, S=0.02fUt NON -SHRINK GROUT TO GABION OUTFALL ENERGY DISSIPATER CBI: MANHOLE ANCHOR DETAIL SCALE:1" = 5' 4" PERF PIPE, S=0.0 ft/ft CLEAN 1-1/2" TO 3/4" WASHED ROCK FROM CB1 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 :0111111111INNyBE LAID t ON EXISTING SLOPE PIPE ANCHOR, SEE NOTE. NOTE: z w 9'x6'x0.75' THICK GABION MAT, FILLED WITH 3'-6"0 ROCK 9'x3'x0.75' THICK GABION MAT, FILLED WITH 3"-6"0 ROCK FROM CB2 13.1 6'x3'x1.5' THICK GABION, FILLED WITH 3"E'0 ROCK 43.8' EX GRADE, TYP FINISH GRADE, TYP ANHOLE ANCHOR, (SEE CBI DETAIL, THIS SHT) 6' HDPE SD, S=0.02 6/ft MATCH TOP OF GABION MAT TO EX GRADE AT CENTER OF MAT 91x3'x0.75' THICK GABION MAT, FILLED WITH 3".6"0 ROCK 0 . uJJ< W O Li- ce 0 a m 429.53 EX GRADE, TYP FILTER FABRIC MATERIAL COMPACT NATIVE SOILS TO PROVIDE A FIRM UNYIELDING BASE GABION OUTFALL ENERGY DISSIPATER DETAIL SCALE: 1' = 5' MATCH BOTTOM OF GABION MAT TO EX GRADE PIPE ANCHORS SHALL BE COMPOSED OF APPROXIMATELY SEVEN (7) FEET OF #4 REBAR, WHICH SHALL BE BENT TO 51T OVER THE PIPE RESTRICTING HORIZONTAL MOVEMENT. MAINTAIN A 112" 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. Tx12' PRESSURE TREATED NOTCHED GRADE BOARD NOTCH DETAIL 2'x2" NOTCH @ 18" ON CENTER, TYP 2"x2" GRADE BOARD SUPPORT POST, TYP DISPERSION TRENCH DETAIL PLAN VIEW SCALE: 1" = 2' 3" SLOPE TO DRAIN PEA GRAVEL FILTER FABRIC PIPE BECOMES ABOVEGROUND PIPE ANCHORS (SEE GABION OUTFALL ENERGY DISSIPATER DETAIL, THIS SHT) 41.6' 72LF-6" HDPE PIPE TO BE LAID ON EXISTING SLOPE, (MEASURED LENGTH=78'3) 3z z 0 U it 0 GABION OUTFALL ENERGY DISSIPATER, SEE DETAIL THIS SHT. SECTION A -A: OVERLAND PIPE SCALE: 1' =11 6'x3'x1.5' THICK GABION, FILLED WITH 3'-6'0 ROCK Pgrod idarearitaalealleiti A COMPACT NATIVE SOILS TO PROVIDE A FIRM UNYIELDING BASE 3.4 MATCH TOP OF GABION MAT TO EX GRADE AT CENTER OF MAT 9k6'x0.75' THICK GABION MAT, FILLED WITH 3'S'0 ROCK SEX GRADE, TYP FINISH GRADE, TYP FILTER FABRIC MATERIAL SECTION B-B: ENERGY DISSIPATER SCALE: 1" = 5' 3/40 HOLES, DRILL INTO ALL SIDES OF THE TOP RISER 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 11* oiv8 NDS 12" SQUARE CATCH BASIN ASSEMBLY DETAIL (LANDSCAPING AREAS) NOT TO SCALE NOTE: FOR USE IN LANDSCAPING AND LAWN AREAS ONLY. NOT TO BE USED IN AREAS SUBJECT TO VEHICULAR TRAFFIC LOADING. A:/' RECEIVED CITY OF TUKWILA MAR 2 0 2017 PERMIT CENTER 1601 Fifth Avenue, Suite 900 Seattle, WA 98101-1625 ph 206.623.0717 fax 206.624.3775 coffman.com LASTING creativity I results I relationships McCARTER PROPERTIES 48XX S. 150TH ST TUKWILA, WA TUKWILA RESIDENCES Revisions 1 03/15/17 REVISE HOUSE B LOCATION Registration Key Pion Sheet Title SECTIONS AA, BB AND DRAINAGE DETAILS Scale: 1 " = 10' CO Project No: 1 50509 Date: 06/08/16 Designed: G M M Drawn: GMM Checked: Sheet Number C6 3/17/2017 GENERAL CIVIL NOTES: 1. STANDARD SPECIFICATIONS -ALL MATERIALS AND WORKMANSHP 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 TUKWILA 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 (WSDOT/APWA) 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 LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILRIES INSPECTOR AT 206-433-0179. REQUEST A 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 OF A SIMILAR CHARACTER TO 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 ON -SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. EXISTING UTLITIES • EXISTING UTILITY LOCATIONS SHOWN (EXCLUDING DOMESTIC WATER SERVICE AND 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 RESPONSIBLITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF 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 REPAIR 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 10/1112006. 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 CRY, COUNTY, STATE AND FEDERAL REGULATIONS. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS, OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BV 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, CR OCCUPANCY BY ANY PERSON. 10. PERMITS - THE CONTRACTOR SHALL OBTAIN ALL LOCAL, STATE AND FEDERAL PERMITS REQUIRED FOR THE WORK IN ADDITION 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 APWAM/SDOT 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 & BACKFILL - 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 WITH 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 PUBUC 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 BACKFLL INFORMATION. 16. EXCAVATION SPOILS - CONTRACTOR SHALL COORDINATE WITH OWNER ON DISPOSAL OF EXCAVATION SPOILS. 17. DAMAGE DURING CONSTRUCTION -ANY EXISTING PUBLIC 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 SEWFR CONTRACTOR MAY RESTORE PARTS OF THE STREET AREA OTHER THAN THE ROADWAY SURFACE. DRAINAGE NOTES: 1. CATCH BASINS -CATCH BASINS SHALL BE WSDOTIAPWA 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 IN ACCORDANCE WITH DIVISION 7-05 OF THE WSDOTIAPWA STANDARD SPECIFICATIONS AND THE MANUFACTURERS 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 PPE - 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 HOPE PIPE JOINTS SHALL BE BUTT WELDED IN ACCORDANCE WITH THE MANUFACT URER'S 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 HOPE PIPE WILL BE ANCHORED AT THE UPSTREAM END AS SHOWN ON THE PLANS. IT SHALL BE PLACED IN THE EXISTING DITCH. THE HOPE 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 1/4 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-INCHES 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 1-112' TO 3/4' WASHED ROCK. 8. PERFORATED PIPE -ALL PERFORATED DRAIN PIPE SHALL BE RIGID PERFORATED POLYVINYL CHLORIDE (PVC) UNDER DRAIN PIPE CONFORMING TO THE REQUIREMENTS OF DMSION 9-052(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 ON 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 WSDOT/APWA STANDARD PLAN NO. B-18b. REFER TO THE DETAIL ON THIS SHEET FOR CLEAN -OUTS INSTALLED IN LANDSCAPED AREAS. 13. PIPE TRENCH & BEDDING -ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF WSDOT/APWA SPECIFICATION 7-04.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM CR 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 OMITTED, 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)8, 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 BACKALL-TRENCH BACKFILL FOR STORM DRAIN PIPE SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY, IN ACCORDANCE WITH SECTION 7-04.3(3) OF THE WSDOTIAPWA 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 OFF -SITE 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 COLLECTIONICONVEYANCE SYSTEM AT TWO 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 TUKWLA, COMPLETE IN PLACE AND READY TO USE. 4. REMOVAL OF PAVEMENT- ALL REMOVAL OF PAVEMENT SHALL BE PERFORMED IN CONFORMANCE WITH SECTION 2-02.3(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 DRIVEWAYAREAS SHALL HAVE POSITIVE DRAINAGE TO THE COLLEC110NICONVEYANCE SYSTEM AT TWO (2) PERCENT MINIMUM SLOPE. PLAN DETAILS SHALL NOT SUPERCEDE 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 TOA 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 0-1557 (MODIFIED PROCTOR) FOR THAT MATERIAL. PRE -ROLLING AND COMPACTION SHOULD BE DONE WHEN THE SOILS MOISTURE CONTENT IS WITHIN THREE PERCENT OF ITS OPTIMUM, AS DETERMINED BY THIS ASTM STANDARD. ANY SOFT, WET, OR SIGNIFICANTLY ORGANIC AREAS DISCLOSED BY PRE-ROWNG SHOULD BE OVER EXCAVATED AS NECESSARY TO REVEAL FIRM, NON•ORGANIC SOILS, AND BACKFILLED 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 3/4 FRACTION. STRUCTURAL FILL SHOULD BE UNIFORMLY COMPACTED IN HORIZONTAL LIFTS TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY (MDD) 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. LIFT THICKNESS SHOULD NOT EXCEED 8 INCHES IN LOOSE THICKNESS. REFER TO THE GEOTECHNICAL REPORT FORADDMONAL INFORMATION. 9. ASPHALT CONCRETE PAVEMENT -ASPHALT CONCRETE PAVEMENT SHALL BE CLASS B ASPHALT CONCRETE AND SHALL BE IN CONFORMANCE WITH SECTION 5-04OF THE WSDOT/APWA STANDARDS. 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 MANUFACTURERS 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 GRASSCRETE AND 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 SECTION 0-03.9(3) OF THE WSOOT/APWA 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 BYALLAN 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. TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES: 1. SCHEDULE - ALL REQUIRED SEDIMENTATIONIEROSION CONTROL FACILITIES 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 A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND POTENTIAL FOR ON -SITE 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 CONDMONS - 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 HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 4. INSPECTIONS BY CONTRACTOR - THE TEMPORARY EROSION CONTROL FACILITIES 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 TO 8 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 PUBLIC 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 AT A SUPPORT 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 D.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 APPUED AT APPROXIMATELY 80 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. TEMPORARY STOCKPILES • TEMPORARY STOCKPILES SHALL 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 CLEANED IF SILT ACCUMULATION 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 CITY 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. AU. 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 MANUFACTURER'S 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 EQUIVALENT. 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, STABILIZE ALL DISTURBED AREAS AND REMOVE TESC MEASURES AS APPROPRIATE. pIv-ozs� CHM RECEIVED CITY OF TUKWILA MAR 202017 PERMIT CENTER 3/17/2017 SCOFFMAN 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 " = 1 0 CD Proj ect 150509 Date: Designed: 06/08/16 GMM Drawn: GMM Checked: Sheet Number C7 16. ADJUST LIDS 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.