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Permit D14-0352 - STAROVEROV RESIDENCE - NEW SINGLE FAMILY RESIDENCE
STAROVEROV RESIDENCE 15010 MACADAM RD S D14-0352 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 COMBOSFR PERMIT 8733000080 Permit Number: D14-0352 15010 MACADAM RD S Project Name: STAROVEROV RESIDENCE Issue Date: 6/4/2015 Permit Expires On: 12/1/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: STAROVEROVA DMITRIY 2934 57TH AVE NE , TACOMA, WA, 98422 DMITRIY STAROVEROV 2934 57 AVE NE , TACOMA, WA, 98422 Phone: (253) 228-4867 DIMA CONSTRUCTION & SIDING LLC Phone: 2934 57TH AVE NE , TACOMA, WA, 98422-3218 DIMACCS953NE Expiration Date: DMITRIY STAROVEROV Address: 2934 57 AVE NE , TACOMA, WA, 98422 DESCRIPTION OF WORK: CONSTRUCT NEW 2550 SQ FT SINGLE FAMILY RESIDENCE WITH A 730 SQ FT ATTACHED GARAGE AND A 204 SQ FT COVERED DECK. Public Works ACTIVITIES INCLUDE DRIVEWAY, EROSION CONTROL, STORM DRAINAGE, SANITARY SEWER & WATER SERVICE (WM EXISTING). Fire and Parks impact fees not assessed as there was a previous house demo'ed under permit D14-0193 Project Valuation: $352,702.02 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Fees Collected: $7,127.60 Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE 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: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Yes, ��(' / k Permit Center Authorized Signature: Vi/ t l"� Volumes: Cut: 0 Fill: 0 Date: 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 agree to the conditions attached to this permit. Signature: Print Name: A 17/1,/ 5*.eVe1/ ffL� Date: 61/V7-S 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 40: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: 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). 41: 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) 42: 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) 43: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 44: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 45: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 46: ***PUBLIC WORKS PERMIT CONDITIONS*** 47: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 48: 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. 49: 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. 50: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 51: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 52: 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. 53: 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. 54: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 55: Any material spilled onto any street shall be cleaned up immediately. 56: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right-of-way. 57: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 58: 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. 59: 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. 60: 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. 61: Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 62: Pre -construction storm drainage patterns shall be met during and after construction. 63: 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. 64: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 65: Driveway modifications shall be constructed in accordance with City standards. 66: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 67: 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. 73: Applicant can use the existing 3/4" WM provided it can accommodate the fire sprinkler and pass the fire department bucket test. Otherwise applicant shall submit a revision to Public Works for a larger water meter and water service off the main. 68: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 69: Construction equipment shall be kept off of existing sidewalk and roadway, as much as possible, to avoid damage of asphalt and/or concrete surface. 70: Coordinate lane closures that may impact usage of bus zones with King County Construction Information Center (CIC) at (206) 684-2732. 71: Pavement mitigation fees may apply to this permit if roadway surface is disturbed as result of this project. 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. 72: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 74: Prior to final permit sign -off and after the sanitary sewer final inspection applicant shall pay in full King County sanitary sewer capacity charges and submit payment receipt to Public Works. Payment shall be made at King Street Center, 201 S Jackson Street, 5th floor, Seattle, WA, phone 206 477-5606. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH & GYPSUM 1800 MECHANICAL FINAL 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 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 1 CITY OF TUi ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. 1)' 4^ 03 ) Project No.: Date Application Accepted: Date Application Expires: S-s'r l (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: Ki Co Assessor's Tax No.: V 33000DBO PROPERTY OWNER Name: LiM I,nUV S-FA` VUZ✓ Address: e2,g3 Li5-74A AVM 0 City: .--TACOM A State: f V Zip: y D (az CONTACT PERSON - person receiving all project communication �+ Name: flf4rz / STli E0Kiln/ Address: 2 9.3 if 5 7�� 4jJ6 !V G City: ri) co q State: W Zip: .9.8912, Phone:(o.s3 J z o28-4 S6 �7Fax:M951-665z lDjY►1>//A/CANsfr Email: joty V 09 hco .CAN GENERAL CONTRACTOR INFORMATION Company Name: pjly% i caio_litachav Siiil atAddress: 293 If S 7h 4 v t /vb City: 7ACoA./4 State: WA Zip: 9 y2Z Phone(2.5-.24 _ 936 ( Fax: 053) 2-66Sl- Contr Reg o.: Exp Date: Tukwila Business License No.: I3u$_ O995S 2 7 ARCHITECT OF RECORD Company Name: Rtshitt,444 10 of Architect Name: Address: 3s i 0 l 1 P-A c N �/� i s p� City: �jei(� vMState: il- Zip: 9PU03 �Y/6 �253 Phone: Fax: 25-3 0/ —'2O7 $ 3S / Email: (LULAM D tiK a R6iwitt41 p 1 cog ENGINEER OF RECORD Company Name: Res/' ,e,f,am,i deer Engineer Name: b edy Address: 35707 pl��?� Id/ s City:Fdet iv/41% State: 4 Z p• 9 003 Phone:! ; S /lf SIG Fax: 25-3 Lf4'/ -I/J Email: d lct.jom0a® ike5i daptatiJ '.as4., LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Atl%/il# ,�J�,Q0,/ }(x- Address: 02 9 2 t, .5 74 '1`/ /v City: �{%/'/4 � State: W � Zip: 9S(f22. H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $ 1j .1 S 000, Scope of work (please provide detailed information): r� 44/ %Nev DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I st floor 1 IN 2nd floor 1 L) 3 V Garage,] carport ❑ -IRO Deck — covered i uncovered ❑ 2 o `�f Total square footage 3 i I ') q 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 $ $ Oa ` a'J fuel type: ❑ electric 1 igas furnace <100k btu 2. appliance vent LI ventilation fan connected to single duct thermostat I wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 1I 5-120 r 2 0 bathtub (or bath/shower combo) bidet clothes washer j___ dishwasher floor drain ___L_ shower 5 lavatory (bathroom sink) k sink water closet water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOk .T.ION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate ❑... Highline ❑ ...Valley View ❑... Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King SUBMITTED WITH APPLICATION IMARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... Geotechnical Report ❑... Maintenance Agreement(s) a. a. County Health Department. ..Hold Harmless — (SAO) ..Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑ .. Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑... Work In Flood Zone 0... Storm Drainage ❑... Abandon Septic Tank 0... Curb Cut 0... Pavement Cut 0... Looped Fire Line " WO# " WO# ❑ .. Sewer Main Extension Public ❑ - or - Private 0 ❑ .. Trench Excavation ❑ ..Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11_docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES APPLICABLE TO ALL PERMITS IN TH. APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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. PROPERTY OWNER OR UTHORIZED GENT: //j Signature: Y'ik / Date: ((G 2o Print Name: ACHIbiY e'V Day Telephone: Z53 "22 7 Mailing Address: j , $ 7 7 n �C04(gD Y�-2— City State Zip H:\ApplicationsWorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Road/Parking/Access A. Total Improvements /00, 0'O 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME V'GVeVbx/ St kennC.{, PERMIT # 1-(— 0 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention fOr: Water/Sewer/Surface Water 12-0e2 $250 (1) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for lsr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sr 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for lsr 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 Road/Parking/Access A. Total Improvements 27 700, 0'O 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME V'OV 1VW teSi &.ev‘C`t, PERMIT # 1641 L4 - 0 ). If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention q00. Water/Sewer/Surface Water 12.00, $250 (1) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for Is r 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 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 $ (9) Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $4,508.28 D14-0352 Address: 15010 MACADAM RD S Apn: 8733000080 $4,508.28 0.75 INCH $75.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 DEVELOPMENT $3,649.60 PERMIT FEE R000.322.100.00.00 0.00 $3,645.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 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 $135.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $67.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $67.50 TECHNOLOGY FEE $207.68 TECHNOLOGY FEE R000.322.900.04.00 0.00 TOTAL FEES PAID BY RECEIPT: R5377 $207.68 $4,508.28 Date Paid: Thursday, May 28, 2015 Paid By: DIMA CONSTRUCTION & SIDING LLC Pay Method: CHECK 3232 Printed: Thursday, May 28, 2015 11:51 AM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ( ACCOUNT QUANTITY PAID $2,619.32 D14-0352 Address: 15010 MACADAM RD 5 Apn: 8733000080 $2,619.32 DEVELOPMENT $2,369.32 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,369.32 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R3495 R000.322.100.00.00 0.00 $250.00 $2,619.32 Date Paid: Thursday, November 06, 2014 Paid By: DMITRIY STAROVEROV Pay Method: CHECK 3028 Printed: Thursday, November 06, 2014 3:45 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 57A�1iL� v i-S Tyf Inspection: l Jit. )1 ram` //Ari41_ Add ess: /Sd/O rat/cAbit 04 feb Date Called: Special Instructions: Date Wanted: �G �G p.m. Requester: Phone No: (Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: q /6//6 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W 1111 INSPECTION RECORD Retain a copy with permit INSTION NO. �JU-o 52 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: cl-AeCA/e /)26S Type of Inspection: en try J F eetr— Address: , dJO MiiC4-` Wt Date Called: Special Instructions: Date Want e i� I6 / m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: IAalVS&" i2CS Typ.c of Inspection: ISL.11tbiA16- h,h4 L Address: /Wo ii/14C4 4 .i 12D S Date Called: Instructions: Date Want d: 9' /K//6 z: irSpecial a.m. P.m: Request r: Phone No: %i levi Irrz1 263-228—#667 Approved per applicable codes. II^+J Corrections required prior to approval. \011N COMMENTS: I /,k1 hJ1- f,/✓ 1Z�2S Gi j ,47' �tk'1!2c z Frantic; • F % - — ry /R''w ..1 liar ,JAj P& T e»1/ Inspector:A'vim"/ Date: 9 3)/6 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 ProsNf6V/er6 � //sFt< Type o.f�lips ec on: ( (N I A d ss: 1 Date Called: Special Instructions: Date Wanted: /� a.m. p.m• Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMENTS: Inspector: ce Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 10/111INSPECTION RECOR®Retain a copy with permit Dry o3sTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: NN fraPeTt%dV /`� Type/ J ppection: " ett. (• Address: ITola , C4tO(a d`f/`./ gte Called: Special Instructions: �`�'f `.1 Date)Nanted b 5 ( � a.m. p.m. Requester: i. Phone No: 7/ 3 —v- s G `{067 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: c. % oaf of-, 1Prb Vide . . t (5" b-e welter [ r° M be. tthr// ek V /4 t Lam/ tVq( y - %%f `( .ite ��qq Q Lvri2 f(rcefe jsJre f'/E4C i( frI a ,5- ri-veie/qCE a r if 1 VC (fr 7 C}f ©eii Inspector: Date; REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)(q -c3)r2 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 0 (206) 43,1-367/0 Permit Inspection Request Line (206) 438-9350 o Pro' t: �T���croV Type of Inspection': r . t 'igt i Address: (5b/0 M' � � -' go( go(J4; Date Called: Special Instructions: 444 Date Tnte : IA. a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector: Date:6 _ 3 ._ f p REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. J-1 INSPECTION RECORD Retain a copy with permit C_TRON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1c(0.3�� Proje D V hk Ype of In / 44,X 6 Ad s�� Aixextat4 / to Called: 7,5W/24 Special Instructions: AI Date Wanted: f /,,,, Requester: Phone No: pproved per applicable codes, L1 Corrections required prior to approval. COMMENTS: Arn Inspector: Date: / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj S i4r-di/ea)V ` /%rne- Type ofyypecti•. 11 / t. 1kcf .h )54 Address:15 O 0 /// �04 te�lalle:: Special Instructions: / Date Wanted: a,mv / /`�� P.m. Requester: //""-� Uk,A4 / T r (v Phone No: 5P2 F 4 F67 prOged per applicable codes. ElCorrections required prior to approval. COMMENTS: Inspector: Date: ) /6 REINSPECTI©N FEE REQUIRED, Prior to next inspelion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ION NO /'V 0359 PERMIT Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of I cti n:,,„�--//� -� / Address: I/ l�` o /i t �u/in d ` )ate Called: Sp ial Instructions: 41 Date Wanted: . u. p.m. Requester: Phone No: Jpoved per applicable codes. Corrections required prior to approval. COMMENTS: 4 ro Inspector: C911/4/- Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. vC NSPECTION NO INSPECTION RECORD Retain a copy with permit 0/11+03' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ecti V ,-'p Vero )/ Type of lnspe . 14/ • si Z Address: / �, �/ J1't/ [ O AcAi f i to Called: Special Instructions: Date Wanted: �/ a.m. /6 p.m. Requester: Phone No: 'r• ©'Approved per applicable codes. COMMENTS: Corrections required prior to approval. At Inspector: CIA/AA- Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fete must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit f DEN-cj PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: �� rof'e i-o V bfd Type of Inspect e_. Address: �j at Called: Special Instructions: Ali f,il�,-(. ' 7:9 Date Wanted: / a.m. p.ni. Requester: Phone No .,3 eaag- 4/5 7 Approved per applicable codes. I] Corrections required prior to approval. COMMENTS: ito Inspector: Date: / EINSPECTION FEE REQUIRED. Prior to next inspec ton. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dlj-032-- Projec - .t/ i»�t/ �]� 5P \ Type of'i�nspe i (445 i/� % ce•-fi+�' fr- t 15 of oCagAddress: n it `,‘ Special Instructions: Date Wanted: ' %/% p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /fj/7/-,' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I1 PECTION NO. INSPECTION RECORD Retain a copy with permit Diz(-035" PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: St--rcc"o v 5rk Type of Ins ection: �-5 (/ l r /\ Address. c4c/ special at c Instructions -1. .r- Date Wanted: / �; /07 p.m. 1 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: vec Inspector: eimc4ej:41- Date: 47 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .SDI %-a3 Project: ..veroi../ 5r-A Type of Inspec ion: ff ike>1.4,511_ Meel Address: %ill ADate Called: IVO Special Instructions: Date Wanted: a Requester: Phone No: i n Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 4 • Date: iv/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP CTION NO INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'*Are,roli Srg Type of I pection: �3ugX Address: Rd ate Called: i ` /S- Instructions: 4Special yy Date Wanted: !/ ‘ a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Aryp Uv Inspector: Date:/ /' Afri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 5t�vf Qi i Gt � � 'ruof se pect 1 ' aqi A dress: �o � cccc da& ��i 10 Date Called: , Special Instructions: ,� "t Date Wanted: 10 --7—IF a.m. p.m. R eSter: L,� Phone No: ZS)_Z--yet' 7 Approved per applicable codes. Corrections required prior to approval. Inspector: Dat(n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �f-asp 2. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj ct: g- OI/ev'c) Il /�K -(4. Ty a of Inspection: 6 t e A djess: �5 0 (0 ,c%a,{gek rd Jo. Date Ca It e Special Instructions: kM Date Wanted: l®w -7-(f a.m. p.m. Requester:-�f_ e ®iv'eT1`r Phone No: _ ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ~ d or, Pro J(de )P A4 (17 0 tv,f c 4-- re rke-efr 7- (a tie) tv- C- f I v Vt(f5 e,.-c (0 ti Inspector: Date: j © ` ,713 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje tt: ,/ I �� �� V JAI jR Typeeof Ins ection: L./fOt r € t (f Gc1 Address: /s a /0 MCCGCCdd-k. rale Date Called: a Special Instructions: ftAl Date Wanted: if —77'(5 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO M M ENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit p/y-°3f� PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: t�@621i/ Air F� Type of 1 spec jo : er oe`er Ad ress: /.so ro ifitaCCCOICtUk r2-d SO. Date Called: Special Instructions: Date Wanted: I�--- 6 -1 `3- a.m. p.m. Requester: Phone No: zn "—? gi36 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date — / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ci) SPECTION NO. INSPECTION RECORD Retain a copy with permit j -03rz PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr j ct: iover i /SUS Typegnspectio>N C ( Address: S©r0c.a�1,4e ate Call Special Instructions: Date Wanted: lie -- 0-- a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. M M ENTS: QCcqfS�t� C6/ridteC�Ce Inspector: Oate8 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: SI-P4-o v e..)20 ✓ RQS frievicic Type of Inspection: Fo ' b, l v ui U \ Address: ISO IU 0/114 /eCtSi Date Called: Special Instructions: (DII Date Wanted: c- 12 - 1 a.m. p.m. Requester: jCeti- Phone No: Lf25- Z66 576-Z7 A — EllApproved per applicable codes. Corrections required prior to approval. COMMENTS: k TD Povr Loi Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0S2- Project: �7 512Vd rM!o v Wes, Type_of Inspection: rco_,/n1 Address: /5-o/o M4c-/ A1I eel S Date Called: Special Instructions: 4h4 r '6 c Date Wanted: q: Co'lL-� a.m. p.m. Requester: Phone No: _ --zo 5.54 Approved per applicable codes. L3 Corrections required prior to approval. COMMENTS: 0/-7-D Pow_ Inspector: Dam: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: c 2-ove tr 0 V Type of Inspection: 9_ -" A--/ Address: ` Suite #: , t 0 \ 0 ;Ak( ,. 0\42,6c,,,.` Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C/ ; --, G2 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector , c 3 Date: (o ii Li ij (0. Hrs.: t . 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 2 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /5V/ ° , ft I ec,k Type of Inspection: '4,9 Address: Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: \ uSE /12C Via% /1/, (07?, 7r % 1 l N 0 /0 5-if e Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:�y t4W,(1 Date: q©-/6 Hrs.: /. d- 1/ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: _ {- eI ii rOlicro V ,Z �� EC\ r�'� LedS6 Type of Inspectio,n (UO 11 / / ISO Address: l S p 1 a Suite #: t Ac A ,R,-` i27,0 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: co u -.r OK -t-v bu(- e)-- -r-_Ps\- — 04 1- i0(o — v Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Date: // . J/; Hrs.: Inspector: qk $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 FILE COPY gam r.w11%=1r ellq STORM DRAINAGE SMALL SITE TECHNICAL INFORMATION REPORT For STAROVEROV RESIDENCE Located at 15010 MACADAM ROAD SOUTH TUKWILA, WA 98188 PARCEL #873300-0080 FOR DIMA Construction and Siding LLC Attn: Mr. Dimitriy Staroverov 2934-57t'' Avenue NE Tacoma, WA 98422-3218 REVIEWED FOR Ph: 253-228-4867 CODE COMPLIANCE APPROVED MAY 13 2015 Date: October 31 2014 Prepared by: City of 'Nitwits BUILDING DIVISION Anstey Engineering r CIVIL ENGINEERING/CONSULTING 8627 NE 180th Street RECEN CMwrt. Bothell, Washington 98011. J4AR 10 2015 (206) 303-7639 PERMIT CENTER fax (425) 486-0267 e-mail: benanstey@juno.com JOB NO. AE14-55 TIR Page 1 of 5 AE 14-55 Staroverov Residence 15010 Macadam Road South Tukwila, WA Technical Information Report TABLE OF CONTENTS Page Cover 1 Table of Contents 2 Drainage Report Project Summary 3 Req#1 Discharge at Natural Location 4 Existing Site Hydrology 4 Developed Hydrology 4 Upstream Analysis 4 Req#2 Off Site Analysis 4 Downstream Analysis 5 Req#3 Flow Control 5 Req#4 Conveyance 5 Req#5 Erosion and Sedimentation Control 5 Req#6 Maintenance and Operation 5 Req#7 Financial Liability 5 Req#8 Water Quality 6 Conclusions and Recommendations 6 Vicinity Map 7 Survey & Site Map 8.5X11 8 T1R Page 2 of 5 AE 14-55 PROJECT SUMMARY: This Small Site storm drainage technical information report has been prepared to address the City of Tukwila site development and storm drainage requirements for the proposed Single Family Residence on parcel 873300-0080. Located at 15010 Macadam Road South in Tukwila, WA. The lot Legal Description is: TYLERS STELLA A 1ST TO STERLING, Plat Block: 3, Plat Lot: 2. QUARTER -SECTION -TOWNSHIP -RANGE: NW-23-23-4. The 10,680 sf site is located in a fat area. The project consists of the construction of a new 1,957sf +/- single family residence. There will be an 951 sf pavement coverage. The total new impervious surface area will be: 1,957sf House 951 sf Pavement 2,908 sf total new impervious area; or 27.23% The remainder of the lot = 7,772sf or 72.77%; will be pervious landscaping, and grass lawn. The site is sloped down from the East down to the West at approximately 2%. The soils on the site are classified as Urban and are generally Alderwood Till soils per the US Soil Conservation Service Soil Map of King County, and Anstey Engineering Site Investigation. This soil profile has approximately 3 feet of loam soil above the winter perched water table. Total infiltration would be unreliable in this soil. Per the 2009 King County Surface Water Drainage Manual Figure C.1.3.A , storm drainage runoff does not require detention as the site is under 22,000sf , there is less than 10,000sf impervious area and rain gardens will be used to provide detention. The proposed house and drive will drain to a catch basin which will then drain to a perforated pipe connection and the piped drainage system in Macadam Road. The 951 sf pavement coverage asphalt driveway will have a catch basin with a downturned elbow on the outlet to collect runoff. It will drain to the perforated pipe connection. Due to the slope of the ground, no significant flow will flow onto the adjacent property. The existing site has no storm drainage system and no storm water quality or quantity control. The existing soils are classified as Till per the SCS King County Soil Survey. These soils have a low percolation rate. See attached Soil Conservation Service Soil Map. This soil type is considered Till soil and has a high winter groundwater table, so total infiltration is not practical. There is a catch basin at the southwest comer of the site which drains to the parking lot to the south and there are concrete curbs and gutters and underground piped storm drains and catch basins on Macadam Road South that would take any overflow from the site. Core Requirment #1 Discharge at the natural location The site currently has no drainage system and no surface flows. In the developed condition the storm water will continue to drain to Macadam Road South as it does now. EXISTING SITE HYDROLOGY: TIR Page 3 of 5 AE 14-55 The parcel is developed. The site is sloped down from east to west. The storm water runoff from the site currently sheet flows to the east and south across the site. There does not appear to be any significant surface flow. There is no evidence of any other on -site flows going off -site. The site does not receive any significant off -site flows from the lots to the east, north, or south. To the west Macadam Road South is lower than the site and has curbs, gutters and a piped drainage system. DEVELOPED SITE HYDROLOGY: In the developed condition the building and driveway will drain to a catch basin and then to a Perforated Pipe Connection in the front yard which will drain to the existing storm drain in Macadam Road. Core Requirement #2 Offsite Analysis UPSTREAM ANALYSIS: The properties to the north, south, east of this site are developed and/or do not discharge any significant amount of runoff onto this site. OFF -SITE: No other significant flows enter the site. The 951 sf pavement coverage access driveway will mostly drain to a catch basin which will drain to the proposed rain garden. DOWNSTREAM ANALYSIS: No concentrated surface water runoff will be discharged off -site. There are no downstream effects anticipated from the proposed development. If any surface water were to flow off of the site it would be collected by the catch basin at the southwest corner of the site or flow into the gutter and piped drainage system of Macadam Road South. No adverse or measurable offsite effects are expected to result from this project. Core Requirement No 3 — Flow Control According to the King County Small Site Drainage Requirements, Figure C.1.3.1 storm water quantity and quality control are required for this proposed development. As the lot is under 22,000sf and there is not adequate room for dispersal and the soils are not adequate for infiltration of the storm water the only BMP options available are the Raingarden or the Pervious Pipe Connection. There is not adequate room for a rain garden as per C.2.5 a required volume of (2,904sf Impervious are x 0.25)= 726cf This volume would need to be provided by a raingarden with 12 inches of storage depth and an area of 726sf whereas there is only 442sf available. Therefore a Perforated Pipe Connection will be provided per C.2.11. The Perforated Pipe Connection will connect to the piped drainage system in Macadam Road through a 10 foot TIR Page 4 of 5 AE 14-55 perforated pipe segment per Figure C.2.11.A There is not adequate room on the site for dispersal and the soils are not adequate for infiltration or pervious pavement or other BMPs. Core Requirement No 4 — Conveyance System There is no conveyance system proposed for this site. None is required. Core Requirement No 5 - EROSION AND SEDIMENTATION CONTROL Temporary ESC measures will be required as there will be disturbance of the soil to construct the driveway and house. All of the flows from the driveway and house will flow onto the lot so no adjacent properties will be affected. A silt fence around the construction area and construction entrance should be provided at a minimum. There will be minimal grading of the site so most of the grass area will be undisturbed. Core Requirement No 6 — Maintenance and Operations The BMP Flow Control measures as shown on the Flow Control Site Plan shall be recorded and maintained by the property owner. Core Requirement No 7 — Financial Guarantee and Liability No Financial Guarantee or Liability should be required for this project Core Requirement No 8 — Water Quality This site is exempt from special Water Quality measures Per the Surface Area Exemption Per 1.2.9 as there is less than 5000sf of new PGS that is not dispersed. The BMP's used on the site; perforated pipe connection and catch basin with downturned elbow will provide adequate water quality control. No Special Requirements apply to this site. CONCLUSIONS AND RECOMMENDATIONS: The proposed Residence can be constructed on the site without changing the character of the drainage in the area. The site contains gentle slopes and Alderwood AgC soils, so only a Perforated Pipe Connection is suitable. The Perforated Pipe Connection garden will be located at Northwest corner of the site. Should overflow occur the water would continue to drain across the site into the catch basin at the south of Macadam Road South. There will be no change to the existing system of runoff off of the site. Temporary Erosion Control Measures during construction will at most require a silt fence, mulching, and construction entrance. TIR Page 5 of 5 AE 14-55 FILE COPY Permit No. Geotechnical Engineering Report 15010 Macadam Road South Tukwila, Washington P/N 8733000080 Submitted to: Dmitriy Starovero 2934 57th Ave NE Tacoma, Washington 98422 Submitted by: E3RA, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 February 20, 2015 CORREC ION Project No. T15010 LTR# REV'WED FOR CODE COMPLIANCE +' APPROVED MAY 13 2015 City of Tukwila BUILDING DIVISION RECEIVEn FEB 2112015 TUKWL PUBLIC WORKS RECEIVED CITY OF TUKWILA FEB 26205 PERMIT CENTER 11-i%iw 03E 2. -wqz TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 1 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions and Infiltration Rate 3 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab on Grade Floors 8 4.4 Drainage Systems 8 4.5 Subgrade Walls 9 4.6 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 through TP-3 A-2...A-3 APPENDIX B Laboratory Testing Results B-1... B-4 PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 Fax E3RA February 20, 2015 T15010 Dmitriy Staroverov 2934 57th Ave NE Tacoma, WA 98422 Subject: Geotechnical Engineering Report 15010 Macadam Rd S Tukwila, Washington P/N 8733000080 Dear Mr. Staroverov: E3RA, Inc. (E3RA) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements planned at 15010 Macadam Road South in Tukwila, Washington. Plans call for the construction of a new single family residence on the property. This report has been prepared for the exclusive use of Dmitriy Staroverov, and his consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is a roughly rectangular lot located on the east side of Macadam Road South, on a slope above and just to the east of Interstate 5, as shown on the enclosed Topographic and Location Map (Figure 1). The project site is comprised of a lot measuring about 75 feet north to south along the Macadam Road frontage, 136 feet along the south property line and 152 feet along the north property line. The lot measures 0.25 acres, and slopes down to the west at about 7 percent. To the north is an occupied residence, to the east is an abandoned residence, and to the south is an apartment complex. 2.0 EXPLORATORY METHODS We previously explored surface and subsurface conditions at the project site on February 13, 2015. Our exploration and evaluation program comprised the following elements: • • • • Surface reconnaissance of the site; Two test pits (designated TP-1 through TP-2), advanced on February 13, 2015; Two grain -size analyses performed on samples collected from our test pit explorations; and A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. February 20, 2015 T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report E3RA, Inc. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 East -central part of lot NW corner of lot 10 10 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a steel -tracked excavator by an owner -operator under contract to the owner. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in each test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of the explorations are included as Figures A-2 through A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions The project site slopes down from west to east relatively evenly at about 7 percent. A previous single family residence located on the west half of the lot was recently demolished, leaving a void where a basement was measuring about 28 feet by 24 feet, and up to about 31/2 feet deep. The void appears to have been partially filled in with soil containing large pieces of concrete rubble, likely generated during demolition activities. The site surface is generally exposed soil, with scattered trees around the perimeter, mainly at the west edge of the lot adjacent to Macadam Road. The lot is located within a moderate to densely populated residential area. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report 3.2 Soil Conditions At TP-1, located on the east, higher side of the site, we observed a mantle of topsoil from the surface to about 2'/z feet consisting of a moist, fine sandy silt in a soft condition. Below this, to a depth of about 5'/z feet, we observed moist silty fine sand in a medium dense condition which is likely fill. Small roots were observed to the bottom of this layer. Below this we observed glacial till consisting of moist, silty sand with gravel in a medium dense condition. A significant increase in density was observed from about 8% feet to the termination depth of 10 feet; soils at this depth are likely in a dense condition. At TP-2, located at the lower side of the site at the northwest corner of the lot, we observed a mantle of topsoil consisting of damp, dark brown silty fine sand with small roots in a medium dense condition to about 4''A feet. Below this, we observed glacial till consisting of a moist, brown silty sand with gravel in a dense condition to the termination depth of 10 feet. A few larger (1 to 2 inch diameter) roots were observed from about 5'/z to 6 feet, suggesting the upper layer of material is likely fill. In the lower glacial till layer, a slow gradational increase in moisture content was observed. At about 8'/z feet, very minor caving was observed, likely caused by the increased water content, as soil conditions based on digging action indicated material was still in a dense condition. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site surface is mapped as Qvt, or Quaternary Vashon Till. This geologic mapping attributes most of the subsurface soils as deposits associated with the melt -out of debris at the base of the glacier during the most recent regional glaciation, the Vashon stade of the Fraser glaciation. It notes the matrix of this unit displays variable proportions of clay, silt, and sand, but that it is generally comprised of silty sand to sandy silt. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions As noted earlier, at the time of our reconnaissance and subsurface explorations (February 13, 2015), we encountered increasingly wet soils at one TP-2 below a depth of around 5 feet, with minor caving observed below about 8'/2 feet likely due to saturated or near -saturated soils. However, no free water or seepage was observed in either of our test pits to the termination depth of 10 feet. Due to the fact that our test pit explorations were performed during the wet season, it can be assumed that seasonal variations in groundwater levels will likely not be found at depths above this. 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations, it's evident that relatively impermeable sandy silt to silty fine sand overlies the site to a depth of about 4'% to 5'/z feet. Based on field observations and grain size analyses (presented in Table 2, page 4), underlying this is moderately more permeable sandy soil containing a relative fines content (percent silt/clay) from 15.6 to 16.8 percent. The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. February 20, 2015 T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report E3RA, Inc. TABLE 2 LABORATORY TEST RESULTS FOR NON -ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand % Fine Sand % Fines Dio TP-1, S-2, 6 feet TP-2, S-2, 6% feet 0 5.7 25.5 23.9 10.8 11.1 18.8 18.2 28.1 25.6 16.8 15.6 -- -- Design Infiltration Rate We recommend a design infiltration rate for the sandy upper soils based on a USDA Soil Textural Classification of our samples, as described in section 3.3.6 of Volume III of the 2005 DOE Stormwater Management Manual for Western Washington (SWMMWW), located on pages 3-75 & 3-76. The sandy till found below about 5 feet generally conforms to a Loamy Sand classification. Given such, we recommend a long-term design infiltration rate of 0.5 in/hr using the underlying sandy glacial till soils as the primary infiltration medium, as per Table 3.7, found in the previously described section ofthe 2005 DOE SWMMWW. Alternately, a limited infiltration system consisting of a gravel filled trench or drywell may be employed. We recommend, based on the King County 2009 Surface Water Design Manual, 75 linear feet of trench is required for every 1,000 square feet of tributary impervious surface for Loamy Sand soils. For a drywell, 230 cubic feet of gravel is required for every 1,000 square feet of tributary impervious surface. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2012 International Building Code (IBC). Using 2012 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: SS = 1.487 g SMs = 1.487 g Sos = 0.991 g Si = 0.557 g SMi=0.835g SDI = 0.557 g Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/I1/11I, Sa at a period of 0.2 seconds is 1.49 g and Saata period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.56 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Our onsite subsurface explorations did not reveal saturated (or potentially saturated), loose, sand layers or lenses. 4 February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construction of a wood -framed, single family residence on the parcel. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. Foundation Options: Foundation elements should bear on medium dense or denser native soils or on properly compacted structural fill bearing pads that extend down to medium dense or denser native soil. In -situ fill soils, generally encountered at grade or below a thin mantle of sod and topsoil are typically in an adequate condition to serve as a foundation subgrade. If this is not feasible, native soils encountered beneath the fill material are also in a suitable condition. Any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris - laden soils should be over -excavated and replaced with suitable structural fill Recommendations for Spread Footings are provided in Section 4.2. Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. Surface compaction of floor subgrades is recommended. Recommendations for slab -on -grade floors are provided in Section 4.3. Infiltration Conditions: If onsite infiltration of stormwater is employed in the design of the planned development, we recommend utilizing sandy till soils encountered at depths of about 4'/2 to 5'/2 feet as the primary infiltration medium. A long-term design infiltration rate of 0.5 in/hr is recommended. If this is not feasible, we recommend dispersion or connection to the City storm system. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that shallow excavations will encounter soft/medium dense silt/silty fine sand soil and deeper excavations will encounter medium dense to dense sandy soil, both of which can be easily excavated using standard excavation equipment. Dewatering: Our site explorations indicate very slow groundwater seepage may be encountered at a depth of 81/2 feet. Due to the depth at which groundwater may be encountered, we do not believe it will adversely affect site development. If groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'/2H:1 V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the new residences should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet -weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557), including any soils that have been recently placed in the basement void created by the demolition of the previous home on site. Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, and root -rich soil are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. Silty Sands: Underlying a surface mantle of sod/topsoil/fill soils, we encountered silty sand with gravel, likely above optimum moisture content, to termination depth of 10 feet at both test pits. These soils are moisture sensitive and will be difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material. February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 21/4H:1 V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residence if the subgrade is properly prepared. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils, or on properly compacted structural fill which bears on the soils just described. Native soils encountered beneath the fill material on site are in a suitable condition. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 24 inches below the footing base should also extend 24 inches outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 psf for and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Generally, structural fill subbases do not appear to be needed under soil -supported slab -on -grade floors, but stripping of sod and topsoil will be necessary. The final decision regarding the need for subbases should be based on actual subgrade conditions observed at the time of construction. Surface compaction of slab subgrades is recommended. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. 4.4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: Subfloor drains are not necessary in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is not feasible a pump system is 8 February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Subgrade Walls Should a basement be desired, we offer these recommendations for subgrade walls. Wall Foundations: Subgrade walls can be supported on shallow footings bearing on suitable soils as described in the Spread Footings section of this report. Footings should be designed using the recommended allowable bearing pressures and lateral resistance values presented for building foundations. Wall Drainage: Drainage should be provided behind subgrade and retaining walls by placing a zone of drain rock containing less than 3 percent fines (material passing No. 200 sieve) against the wall. This drainage zone should be at least 24 inches wide (measured horizontally) and extend from the base of the wall to within 1 foot of the finished grade behind the wall. Smooth -walled perforated PVC drainpipe having a minimum diameter of 4 inches should be embedded within the sand and gravel at the base of the wall along its entire length. This drainpipe should discharge into a tightline leading to an appropriate collection and disposal system. Backfill Soil: Ideally, all subgrade wall backfill would consist of clean, free -draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard Specification 9-03.12(2). A geotextile should be placed between the drainage zone and the backfill soil to prevent drain clogging. Backfill Compaction: Because soil compactors place significant lateral pressures on subgrade walls, we recommend that only small, hand -operated compaction equipment be used within 2 feet of a backfilled wall. Also, all backfill should be compacted to a density as close as possible to 90 percent of the maximum dry density (based on ASTM:D-1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post -construction settlements. Grading and Capping: To retard the infiltration of surface water into the backfill soils, we recommend that the backfill surface of exterior walls be adequately sloped to drain away from the wall. Ideally, the backfill surface directly behind the wall would be capped with asphalt, concrete, or 12 inches of low -permeability (silty) soils to minimize or preclude surface water infiltration. Applied Soil Pressure: Walls that are designed to move 0.1 percent of the wall height during and after construction are usually referred to as unrestrained walls. We recommend that unrestrained cantilever walls supporting slopes inclined at 2H:1 V or flatter be designed to resist an active pressure (triangular distribution) of 55 pounds per cubic foot (pcf). The recommended pressure does not include the effects of surcharges from surface loads hydrostatic pressures, or structural loads. If such surcharges are to apply, they should be added to 9 February 20, 2015 E3RA, Inc. T15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report the above design lateral pressures. Wall Settlements: We estimate that the settlement of the wall footings constructed as recommended, will be on the order of 1 inch or less. Most of this settlement is expected to occur as soon as the loads are applied. Differential settlement along the walls is expected to be 1 inch or less over a 50-foot span. However, it should be noted that during a seismic event differential settlement could be on the order of 6 inches. 4.6 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit -run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Because pervious pavement may be planned, import fill should be granular and well draining. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 10 February 20, 2015 E3RA, Inc. 1 15010 / 15010 Macadam Rd S Tukwila Geotechnical Engineering Report 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we reconunend that E3RA be retained to provide the following post -report services: Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design (if required); Prepare a letter summarizing all review comments (if required); Check all completed subgrades for footings and slab -on -grade floors before concrete is poured in order to verify their bearing capacity (if required); and Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the suberade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. E3RA is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Sincerely, E3RA, Inc. Casey R. Lowe, P.E. Project Engineer JIiK:CRI:JE13:jb TACOZ:\2015 J013 FILES'ir15010 Staroverov, Dmitriy - Tukwila Geotech'415010 Macadam Rd S Geotechnical Report.doc 11 0 00 0 0 0 TORO! map pfneti on 02120115 from 11ntileitre 122'19.0DT W 122"18030' w 122' 12.030W 12216:009W 122"15.00O' W 122'18.033' W 12214.000' W A.'..... se 1141:;\ % ..., il. 1 I SS j I 4 5 i. r _ Tukwila 122'17:00'Y 21 .005' W 12295.050' W 122`14:00' I MEP 4731-1116 !,5r2remh TOM CM Nt.ixiia7tt (mrthig,ripbccr,t,171 113SB4 1229 W 111 WGSS4 22'13 CS W air 0 0 0 0 2 0 0 0 1 E3RA, Inc. P.O. Box 44840 Tacoma, WA 98448 15010 Macadam Rd S Tukwila, Washington Topographic and Location Map FIGURE 1 T15010 • 74' dmH 1.4140.4RDS H 0 w O SHEET TITLE: Site and Exploration Plan JOB NO.T15010 w J U N w 0 LL 0 0 0 w -J LL J 0 DESIGNER: J 0 DRAWN BY: CHECKED BY: JEB DATE: Feb. 20, 2015 co U c , c O 0 E Q O O 0 • M > U L L O E M M 0 CnCO W � i- N N SCALE IN FEET V) w u)O Z Z 2 Z 0<0Q w (i (f)w w mCD 0>- QQ�> >- O� ¢ (L z a,CCZ(n oww� 0 • E 0_ 00d< H w -� w O LL Iw- < ILJ Q O Z oZ 0 LilzQ-w DCOI- 000a0 zz APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve CLEAN GRAVELS GW i'w. ■ :.i j WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS MORE THAN HALF WITH LITTLE OR NO FINES GP ov.� a°'2 ,..D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN GRAVELS WITH GM o ,, SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT < MIXTURES NO. 4 SIEVE OVER 15% FINES GC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES CLEAN SANDS SW '<•:°>° WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP ,' POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM '' . SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES N0.4 SIEVE OVER 15% FINES �' %' SAND -CLAY CLAYEY SANDS, POORLY GRADED SANDLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 CL jINORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAN ELLY YSLAYS, SANDY CLAYS, SILTY CLAYS, OL - - = ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MHIRINORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH snnn ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt , ,,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test m Auger Cuttings TC Cyclic Triaxial LA Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability a Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 E3RA 1 ' E3RA, Inc. E3RA, Inc. TEST PIT NUMBER TP-1 P.O. Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Dmitriy Staroverov PROJECT NAME 15010 Macadam Rd S PROJECT NUMBER T15010 PROJECT LOCATION Tukwila, Washington DATE STARTED 2/13/15 COMPLETED 2/13/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR DSE GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY JHK CHECKED BY CRL AT END OF EXCAVATION --- NOTES AFTER EXCAVATION -- o DEPTH (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION - - 2.5 GB S-1 GB S-2 GB S-3 ML si '' IL (ML) Brown fine sandy silt with small roots (soft, damp to moist) (Topsoil) 2.3 SM (SM) Brown silty fine sand with small roots (medium dense, damp to moist) 5.5 5.0 7.5 (SM) Brown silty sand with gravel (medium dense to dense, moist) 10.0 SM - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. ' E3RA, Inc. E3RA, Inc. TEST PIT NUMBER TP-2 P.O. Box44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Dmitriy Staroverov PROJECT NAME 15010 Macadam Rd S PROJECT NUMBER T15010 PROJECT LOCATION Tukwila, Washington DATE STARTED 2/13/15 COMPLETED 2/13/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR DSE GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION --- LOGGED BY JHK CHECKED BY CRL AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- DEPTH (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION 2.5 GB S-1 GB S-2 SM (SM) Dark brown silty fine sand with small roots (loose to medium dense, damp) 4.5 5.0 (SM) Brown silty sand with gravel (dense, moist) 10.0 SM 7.5 10.0 Very minor caving observed at 8.5 feet No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. ) ) ) ) ) ) APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 15010 Macadam Rd. S. Job Number: T15010 Tested By: JHK Date: 2/18/15 Boring #: TP-1 Sample #: S-2 Depth: 6' Moisture Content 0/0 16.9% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5-mm) 88.2 No. 4 (4.75-mm) 74.5 No. 10 (2.00-mm) 63.7 No. 20 (.850-mm) 55.6 No. 40 (.425-mm) 44.8 No. 60 (.250-mm) 30.7 No. 100 (.150-mm) 22.2 No. 200 (.075-mm) 16.8 ASTM Classification LL PI D10 D30 0.24 D60 1.35 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 25.5 Coarse Sand 10.8 Medium Sand 18.8 Fine Sand 28.1 Fines 16.8 Total 100.0 Group Name Brown silty sand with gravel Symbol (SM) (moist) E3RA Figure B-1 Soil Classification Data Sheet r W r r c) Sample #: S-2 Date: 2/18/15 Zo 2C Q cu a iuu - - 80 — 1iI Job Name: 15010 Macadam Rd. S. Job Number: T15010 Tested By: JHK Exploration #: TP-1 Sample Distribution Figure: B-2 Ce M W Particle Size Analysis Summary Data Job Name: 15010 Macadam Rd. S. Job Number: T15010 Tested By: JHK Date: 2/18/15 Boring #: TP-2 Sample #: S-2 Depth: 6.5' Moisture Content % 13.2% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 94.3 3/8 in. (9.5-mm) 83.3 No. 4 (4.75-mm) 70.4 No. 10 (2.00-mm) 59.4 No. 20 (.850-mm) 50.3 No. 40 (.425-mm) 41.2 No. 60 (.250-mm) 30.1 No. 100 (.150-mm) 21.8 No. 200 (.075-mm) 15.6 ASTM Classification LL PI D10 D30 0.25 D60 2.10 Cc Cu Size Fraction Percent By Weight Coarse Gravel 5.7 Fine Gravel 23.9 Coarse Sand 11.1 Medium Sand 18.2 Fine Sand 25.6 Fines 15.6 Total 100.0 Group Name Brown silty sand with gravel Symbol (SM) (moist) E3RA Figure B-3 Soil Classification Data Sheet i., N 014 O Job Name: 15010 Macadam Rd. S. Sample #: S-2 Job Number: T15010 Date: 2/18/15 Tested By: JHK Depth: 6.5' Exploration #: TP-2 Ili 90 80 70 a)N\it c 60 y ea 1n a 50 a) L] AA Sample Distribution Figure: B-4 Ce el W FILE COPY Permit No.. STRUCTURAL CALCULATION Prepared By RESIDENTIAL GROUP, LLC. *World of Designs & Engineers* 35109 Pacific Highway S. Federal Way, WA 98003 Tel. (253)235-5532, Fax. (253)944-1972 (Job # 14-98AE) EXPIRES 12/28/15 Prepared For Wind Speed = 110 mph, Exposure: "B" STAROVEROVA RESIDENCE 15010 MacAdam Rd. S. Tukwila, WA RE:itWED FOR 3 QMPLIANCE ;, � CERR • APPROVED MAY 13 2015 City of Tukwila BOLDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER October 24, 2014 blO352 Design by : B.T. 6/30/2014 1:35 PM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* BASIS OF DESIGN BUILDING CODE: 2012 Edition of the International Building Code GRAVITY LOADS: Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 110 mph, Exposure: "B" Seismic Site Class: D Seismic Design Category: D FOUNDATION: Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. DESIGN LOADS ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: Roofing 1/2" Plywood Sheating Insulation Trusses & 1/2" GWB Lighting, Mechanical, Electrical, Misc. Flooring 3/4" Plywood Sheathing Insulation Floor Joists & Beams Lighting, Mechanical, Electrical, Misc. 25.00 PSF (snow Toad) 7.00 psf (15 psf = the roof) 2.00 psf 2.00 psf 3.00 psf (6 psf = tile roof) 1.00 psf 15.00 PSF Total Dead Load 40.00 PSF (Reducible) 2.00 psf 3.00 psf 1.00 psf 5.00 psf 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 14-44AE.mcd t Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* WOOD: TRUSSES: JOISTS & FAFTERS: 2X4 HF#2 2X6 or Larger HF#2. BEAMS: Width of 4" and Less DF#2 Width of greater than 4" DF#2 LEDGERS AND TOP PLATES: Width of 4" and Less HF#2 STUDS: POSTS: 2X4 HF#2 2X6 or Larger HF#2 4X4 HF#2 (unless note on plan) 4X6 or Larger HF#2 (unless note on plan) 6X6 or Larger HF#2 (unless note on plan) GLUED -LAMINATED (GLB) BEAM & HEADER: Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD: Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 14-44AE.mcd 2_ C.OMMON TRUSSES e 24' O.G. ,:ONMON TRUSSES • 24 O. 602 PR aoo STUB TRUSSES •24'OC. 5At MCNO GABLE = TIM 626) 7Pl 2X6 PARS! • 24' OZ. ROOF FRAMING PLAN SCALE: 1/4' _ ,•-0' T MONO TRUSSES 6 24' O.G. -6X6P.LPoET UPPER FRAMING PLAN J L L L. 4X10 WW2 TV 24 2 4X10 DFj2 X10 OF 14' CONC. SLAB ON 14- COMP. FILL TYP. L i MIN. R0. W 6 Nd V SPA BARRIER TYP. 224 4O 24 W 24 14' X 7' SCREENED FDN VENTS (9) REO'D 4X10 DFj2 1rINA. NL%6 Mu.v &F BARRIER TIP. 0 30 L SLAB ON GRADE 4' CONC. SLAB ON 4' COMP. F6.L TYP, SLOPE 3/16 / FT TOWARD DOORS /24 4X10 OF#2 f Jr 30 24' X 18' MIN CRAWL SPACE - — ACCESS r (D4X10 OF 7 J FOUNDATION FRAMING PLAN 4 r 24 24 J J r - SLAB ON GRADE 1 4 CONC. SLAB ON 4 COMP. FILL TYP. 104 I 24' x 24' x 10' 1 CONC. PIER W/ P.i. 6 x 6 POST 24L 103 J 1 5 Title : Dsgnr: Description : Scope : Job # Date: 3:05PM, 13 JUN 13 Rev. 580004 User. Kw-0605873. Ver 5.8.0, 1-Nov-2006 (e)1983-2006 ENERCALC Engineering Software General Timber Beam Page 1 13-46ae.ecw C al culations Description 1. window header General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 7.500 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 278.00 #/ft #/ft #/ft LL LL LL 463.00 #/ft #/ft #/ft Summary Span= 6.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 785.78 psi Fb 1,006.25 psi = 5.500in x Depth = 7.5in, Ends are Pin -Pin 0.781 : 1 3.4 k-ft 4.3 k-ft 3.38 k-ft at 3.000 ft 0.00 k-ft at 6.000 ft 0.00 k-ft 0.00 k-ft 4.32 fv Fv 64.83 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Beam Design OK 2.7 k 8.1 k @ Left 2.25 k @ Right 2.25 k Camber: @ Left 0.000 in @ Center 0.050in @ Right 0.000in 0.86 k 0.86 k Max 2.25 k Max 2.25 k Deflections Center Span... Deflection ...Location • ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right Dead Load -0.033 in 3.000 ft 2,160.3 L.Defl)... 0.050 in 0.000 in 0.000 in Total Load -0.087 in 3.000 ft 827.23 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description: Scope : Job # Date: 3:05PM, 13 JUN 13 Rev: 580004 , User. KW-0605873, Ver 5.8.0. 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam Page 1 13-46ae.ecw:Calculetons Description 2. header • General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 7.500 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads 0.00 ft 0.00 ft 0.00 ft L Center Left Cantilever Right Cantilever Summary DL DL DL 188.00 #/ft #/ft #/ft LL LL LL 432.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 659.06 psi fv Fb 1,006.25 psi Fv 2.83 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 4.32 Depth = 7.5in, Ends are Pin -Pin 0.655 : 1 2.8 k-ft Maximum Shear * 1.5 4.3 k-ft Allowable at • 3.000 ft Shear. @ Left at 0.000 ft @ Right Camber: @ Left @ Center Reactions... @ Right 54.37 psi Left DL 0.59 k Max 195.50 psi Right DL 0.59 k Max Beam Design OK 2.2 k 8.1 k 1.89 k 1.89 k 0.000 in 0.034 in 0.000 in 1.89 k 1.89 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.023 in 3.000 ft 3,145.7 .L. Defi) .. 0.034 in 0.000 in 0.000 in Total Load -0.073 in 3.000 ft 986.28 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Scope : Rev: 580004 User. KW-0605873, Ver 5.8.0. 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 3. General Timber Beam General Information Page 1 I 13-46ae. eew: Ca Icu lations Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 7.500 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary DL DL DL 45.00 #/ft #/ft #/ft LL LL LL 75.00 #/ft #/ft #/ft Span= 8.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 4.32 fb 240.75 psi fv Fb 1,006.25 psi Fv Deflections 1.03 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Depth = 7.5in, Ends are Pin -Pin 0.239 : 1 1.0 k-ft 4.3 k-ft at 4.000 ft at 0.000 ft 15.95 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.7 k 8.1 k @ Left 0.52 k @ Right 0.52 k Camber: @ Left 0.000in @ Center 0.030 in @ Right 0.000in 0.22 k Max 0.52 k 0.22 k Max 0.52 k Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.020 in 4.000 ft 4,821.4 * D.L. Defl) ... 0.030 in 0.000 in 0.000 in Total Load -0.047 in 4.000 ft 2,024.96 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 a Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 r-Rev: 58f)pp4 -...._-._..---------...------ User. KW-0605873. Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 4 Scope: General Timber Beam General Information Page 1 13-46ae.eav:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads L Center Left Cantilever Right Cantilever Summary i 5.500 in 9.500 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 231.00 #/ft #/ft #/ft LL LL LL 395.00 #/ft #/ft #/ft Span= 8.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 6.03 fb Fb Deflections 740.10 psi 875.00 psi 5.10 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Depth = 9.5in, Ends are Pin -Pin 0.846 : 1 5.1 k-ft 6.0 k-ft at 4.000 ft at 0.000 ft fv 59.18 psi Fv 170.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 3.1 k 8.9 k @ Left 2.55 k @ Right 2.55 k Camber: @ Left 0.000 in @ Center 0.066 in @ Right 0.000 in 0.97 k Max 2.55 k 0.97 k Max 2.55 k Center Span... Dead Load Deflection -0.044 in ...Location 4.000 ft ...Length/Defl 2,191.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.066 in @ Left 0.000 in @ Right 0.000 in Total Load -0.115 in 4.000 ft 834.37 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 • i Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Scope : User. KW-0605873. Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 5. General Timber Beam General Information Page 1 13-46ae.ecw:Calculations Section Name 5.125x12 Beam Width 5.125 in Beam Depth 12.000in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary i Center Span 16.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 120.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,666.75 psi Fb 2,400.00 psi Deflections = 5.125in x Depth = 12.in, Ends are Pin -Pin 0.694 : 1 17.1 k-ft 24.6 k-ft at 8.000 ft at 0.000 ft 17.08 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 24.60 fv Fv 91.67 psi 240.00 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left Right Dead Load -0.149 in 8.000 ft 1,292.0 L.Defl)... 0.223 in 0.000 in 0.000 in Beam Design OK 5.6 k 14.8 k @ Lett 4.27k @Right 4.27 k Camber. @ Left 0.000 in @ Center 0.223in @ Right 0.000in 1.07 k Max 4.27 k 1.07 k Max 4.27 k Total Load -0.593 in 8.000 ft 323.99 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 r Rev: 580004 User. KW-0605873, Ver 5.8.0, 1-Nov-2006 L. (c)1983-2006 ENERCALC Engineering Software Description 6. Title : Dsgnr: Description: Scope : Job # Date: 3:05PM, 13 JUN 13 General Timber Beam General Information • Page 1 I 13 46ae. ecw: Ca lculatlons Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 5.500 in 7.500 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 383.00 #/ft #/ft #/ft LL LL LL 516.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 660.59 psi fv Fb 875.00 psi Fv Deflections 2.84 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 3.76 Depth = 7.5in, Ends are 0.755 : 1 2.8 k-ft 3.8 k-ft at 2.500 ft at 5.000 ft 62.10 psi 170.00 psi Pin -Pin Maximum Shear ` 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.6 k 7.0 k @ Left 2.27 k @ Right 2.27 k Camber. @ Left 0.000 in @ Center 0.033 in @ Right 0.000 in 0.98 k Max 2.27 k 0.98 k Max 2.27 k Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.022 in 2.500 ft 2,733.9 L.Defl)... 0.033 in 0.000 in 0.000 in Total Load -0.051 in 2.500 ft 1,180.80 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 i Rev: 580004 User: KW-0805873, Ver 5.8.0. 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 7a. General Information Scope: General Timber Beam 13-46ae.e�w Page 1 I :Calculatlons Section Name 2-2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.000 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 6.50 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 54.00 #/ft #/ft #/ft LL LL LL 180.00 #/ft #/ft #/ft Dead Load Live Load ...distance Summary 820.0 lbs Ibs 6.500 ft 1 lbs Ibs 0.000 ft Ibs lbs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 6.50ft, Beam Width = 3.000in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 4.48 fb 241.98 psi fv Fb 850.00 psi Fv Deflections 1.28 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Depth = 11.25in 0.285 ; 1 1.3 k-ft 4.5 k-ft at 3.250 ft at 0.000 ft 24.85 psi 150.00 psi , Ends are Pin -Pin Maximum Shear* 1.5 Allowable Shear: Reactions... Left DL Right DL Camber. 0.20 k 1.02 k Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.005 in 3.250 ft 14,585.1 L. Defl) ... 0.008 in 0.000 in 0.000 in Beam Design OK 0.8 k 5.1 k @ Left 0.79 k @ Right 0.79 k @ Left 0.000in @ Center 0.008 in @ Right 0.000 in Max 0.79 k Max 1.61 k Total Load -0.021 in 3.250 ft 3,719.49 Left Cantilever... Deflection ..:Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 11 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 587.52 psi Fb 850.00 psi Deflections Rev: 580004 User. KW-0605873. Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 7. rGeneral Information Scope: General Timber Beam - Page 1 13-46ae,ecw:Celculatioro Section Name 2-2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density {Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance 3.000 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 11.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 16.00 ft/ft #/ft #/ft LL LL LL 53.00 #/ft #/ft #/ft 1,000.0 lbs Ibs 3.000 ft Summary Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 11.00ft, Beam Width = 3.000in x Depth=11.25in, Ends are Pin -Pin 0.691 : 1 3.1 k-ft 4.5 k-ft 3.10 k-ft at 3.036 ft 0.00 k-ft at 11.000 ft 0.00 k-ft 0.00 k-ft 4.48 fv Fv 47.91 psi 150.00 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 0.86 k 0.40 k. * 1.5 @ Left © Right @ Left © Center @ Right Max Max Beam Design OK 1.6 k 5.1 k 1.15 k 0.69 k 0.000 in 0.141 in 0.000 in Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 © Center @ Left @ Right Dead Load -0.094 in 5.016 ft 1,403.6 " D.L. Defl) 0.141 in 0.000 in 0.000 in 1.15k 0.69 k Total Load -0.132 in 5.148 ft 1,003.76 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 (3 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Rev: 580004 • User. KW-0605873, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 8. Scope : General Timber Beam General Information 13-46ae.eav:Celculetions Page 1 1 Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads 5.125x12 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,504.18 psi Fb 2,400.00 psi Deflections 5.125 in 12.000 in GluLam 1.000 Pin -Pin 32.500 pcf Center Span 12.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft 168.00 #/ft LL @ Left 168.00 #/ft LL @ Right 144.00 #/ft LL @ Left 144.00 #/ft LL @ Right 560.00 #/ft 560.00 #/ft 480.00 #/ft 480.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 6.000 ft 6.000 ft 12.000 ft Dead Load 1,000.0 Ibs Live Load Ibs ...distance 6.000 ft Summary 1 Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin 0.627 : 1 15.4 k-ft 24.6 k-ft at 6.000 ft at 0.000 ft 15.42 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 24.60 iv 99.59 psi Fv 240.00 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Center Span... Dead Load Deflection -0.106 in ...Location 6.000 ft ...Length/Defl 1,352.2 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.160 in @ Left 0.000 in @ Right 0.000 in Beam Design OK 6.1 k 14.8 k @ Left 4.80 k @ Right 4.48 k Camber. @ Left 0.000 in @ Center 0.160 in @ Right 0.000 in 1.56 k Max 4.80 k 1.48 k Max 4.48 k Total Load -0.289 in 5.952 ft 498.05 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev: 580004 User. KW-0605873. Ver 5.8.0. 1-Nov-2006 ti (c)1983-2006 ENERCALC Engineering Software Description 9 i General Information Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Title : Dsgnr: Description: Scope : General Timber Beam Job # Date: 3:05PM, 13 JUN 13 • Page 1 13-46ae.ecw.CalcuIations 5.500 in 7.500 in Sawn 1.000 Pin -Pin 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary i DL DL DL 120.00 #fft #/ft #/ft Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi LL LL LL 400.00 #/ft #/ft #Jft 0.00 ft 0.00 ft 0.00 ft Span= 4.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.282 : 1 Maximum Moment 1.1 k-ft Allowable 3.8 k-ft Max. Positive Moment 1.06 k-ft at 2.000 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 3.76 fb 246.37 psi Fb 875.00 psi Deflections fv Fv 26.48 psi 170.00 psi Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right 0.26 k Max 0.26 k Max Beam Design OK 1.1 k 7.0 k 1.06 k 1.06 k 0.000 in 0.004 in 0.000 in Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.003 in 2.000 ft 16,199.7 * D.L. Defl) ... 0.004 in 0.000 in 0.000 in Total Load -0.012 in 2.000 ft 3,957.57 1.06 k 1.06 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 1 15 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 I Rev.. 580004 i User. KW-0605873, Ver5.8.0. 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 10 General Information Scope : General Timber Beam Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Center Span 21.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 13.46ae.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Page 1 I Summary i DL DL DL 144.00 #/ft #/ft #/ft LL LL LL 480.00 #/ft #/ft #/ft Span= 21.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,829.31 psi Fb 2,324.78 psi Deflections 5.125in x Depth = 16.5in, Ends are Pin -Pin 0.787 : 1 35.5 k-ft 45.1 k-ft at 10.500 ft at 21.000 ft 35.45 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 45.05 fv 104.44 psi Fv 240.00 psi Maximum Shear * 1.5 Allowable Shear, Reactions... Left DL Right DL Beam Design OK 8.8 k 20.3 k @ Left 6.75 k @ Right 6.75 k Camber: @ Left 0.000 in @ Center 0.310 in @ Right 0.000in 1.71 k Max 6.75 k 1.71 k Max 6.75 k Center Span... Dead Load Deflection -0.207 in ...Location 10.500 ft ...Length/Deft 1,219.5 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.310 in @ Left 0.000 in @ Right 0.000 in Total Load -0.815 in 10.500 ft 309.26 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 i �� Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Deflections Rev: 580004 User: KW-0605873. Ver 5.8.0. 1-Nov-2008 (c)1983-2006 ENERCALC Engineering Software Description 11. General Information Scope : General Timber Beam Page 1 13-46ae.ecw: Calculat ons Section Name 2x12 Center Span 16.00 ft Lu Beam Width 1.500 in Left Cantilever 0.00 ft Beam Depth 11.250 inft Lu 0.00 ft Member Type Right Cantilever ft Lu 0.00 ft YP Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0psi Repetitive Member Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Span= 16.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.904 : 1 Maximum Moment 2.3 k-ft Maximum Shear * 1.5 0.8 k Allowable 2.6 k-ft Allowable 2.5 k Max. Positive Moment 2.33 k-ft at 8.000 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Shear. @ Left 0.58 k Max @ Left Support 0.00 k-ft @ Right 0.58 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000in Max. M allow 2.58 @ Center 0.189 in fb Reactions... @ Right 0.000 in 883.63 psi fv 45.98 psi Left DL 0.16 k Max Fb 977.50 psi Fv 150.00 psi Right DL 0.16 k 0.58 k Max 0.58 k i Center Span... Dead Load Total Load Deflection Left Cantilever... Dead Load Total Load -0.126 in -0.464 in Deflection . ...Location 8.000 ft 8.000 ft 0.000 in 0.000.in ...Length/Defl 1,520.9 Cantilever...le/Defl 0.0 0.0 Camber ( using 1.5 * D.L. Deft 413.79 Right @ Center ) Deflection @ Left 0.189 in ...Length/Defl 0.000.in 0.000.in 0.000 in 0.0 0.0 @ Right 0.000 in +0 Length =12.0 ft 1 0.273 0.173 +0+L+H Length = 12.0 ft 1 0.650 0.412 +0+0.750Lr+0.750L+H Length =12.0 ft 1 0.556 0.352 +0+0.750L+0.750S+H Length = 12.0 ft 1 0.556 0.352 +0+0.750Lr+0.750L+0.750W+1-1 Length = 12.0 ft 1 0.556 0.352 +0+0.750L+0.7505+0.750W+H Length = 12.0 ft 1 0.556 0.352 +0+0.750Lr+0.750L+0.5250E+1-1 Length = 12.0 ft 1 0.556 0.352 +0+0.750L+0.750S+0.5250E+H Length = 12.0 ft 1 0.556 0.352 DF/DF ;24F-V4 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Material Properties - - - Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling v Applied Loads Uniform Load D = 0.3730, L = 0.5150 , Tributary Width=1.0 ft DESIGN SUMMARY._ Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection D 0.373 L 0.515 5.125x12 Span = 12.0 ft Service loads entered. Load Factors will be applied for calculations. itle : Dsgnr: Project Desc.: Project Notes : Fb - Tension 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi v Job # Primed. 25 JUN 2014: 10:12AM rE11163:.' E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 930ksi 1600 ksi 830ksi 32.21 pcf 0.65a 1 5.125x12 1,559.41 psi 2,400.00psi +D+L+H 6.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fir : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.182 in Ratio = 789 0.000 in Ratio = 0 <360 0.314 in Ratio = 458 0.000 in Ratio = 0 <180 _Maximum Forces _;Stresses_lor Load Cotnlmtations Load Combination Max Stress Ratio Segment Length Span # M V C d C FN._. 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Cr Cm 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Design OK 0.412 : 1 5.125x12 109.16 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow - _.._. Vactual fv-design Fv-allow 6.71 655.02 2,400.00 15.98 1,559.41 2,400.00 13.67 1,333.32 2,400.00 13.67 1,333.32 2,400.00 13.67 1,333.32 2,400.00 13.67 1,333.32 2,400.00 13.67 1,333,32 2,400.00 13.67 1,333.32 2,400.00 1,88 45.85 265.00 4.48 109.16 265.00 3.83 93.33 265.00 3.83 93.33 265.00 3.83 93.33 265.00 3.83 93.33 265.00 3.83 93.33 265.00 3.83 93.33 265.00 1 �Revi 580004 User: KW40605873. Ver 5.8.0, 1-Nov-2006 L (c)1983-2006 ENERCALC Engineering Software Description 12. General Information Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 3:05PM, 13 JUN 13 Page 1 13 46as:ecw:Calculations Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 5.125x15 5.125 in 15.000 in GluLam 1.000 Pin -Pin 32.500 pcf Center Span 16.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft Summary I Span=16.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,057.23 psi Fb 2,400.00 psi Deflections 219.00 it/ft LL @ Left 219.00 #/ft LL @ Right 243.00 #/ft LL @ Left 243.00 #/ft LL @ Right 355.00 #/ft 355.00 #/ft 435.00 #/ft 435.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 8.500 ft 0.000 ft 0.000 ft = 5.125in x Depth = 15.in, Ends are Pin -Pin 0.857 : 1 32.9 k-ft 38.4 k-ft 32.95 k-ft at 7.232 ft 0.00 k-ft at 0.000 ft 0.00 k-ft 0.00 k-ft 38.44 fv 148.34 psi Fv 240.00 psi Maximum Shear *1.5 Allowable Shear. Reactions... Left DL Right DL 3.45 k Beam Design OK 11.4 k 18.5 k @ Left 9.15k @ Right 6.86 k Camber: @ Left 0.000in @ Center 0.325 in @ Right 0.000in Max 9.15 k 2.58 k Max Center Span... Dead Load Deflection -0.217 in ...Location 7.808 ft ...Length/Defl 886.6 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.325 in @ Left 0.000 in @ Right 0.000 in 6.86 k Total Load -0.575 in 7.808 ft 333.95 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 1 Title : Dsgnr: Description : Job # Date: 3:05PM, 13 JUN 13 Rev: 580004 -- User: KW-0605873, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 13. General Information Scope: General Timber Beam Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Page 1 13.46ae.ecw.Caicu,atlons 1.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf • Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary i DL DL DL 16.00 #/ft #/ft #/ft Center Span 12.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi LL LL LL 53.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft Span=12.00ft, Beam Widt Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 728.38 psi Fb 990.00 psi Deflections h= 1.500in x Depth = 9.25in, Ends are Pin -Pin 0.736 : 1 1.3 k-ft 1.8 k-ft 1.30 k-ft at 6.000 ft 0.00 k-ft at 0.000 ft 0.00 k-ft 0.00 k-ft 1.76 fv 40.80 psi Fv 180.00 psi Reactions... Left DL Right DL Maximum Shear* 1.5 Allowable Shear: @ Left © Right Camber: @ Left @ Center @ Right 0.11 k Max 0.11 k Max Beam Design OK 0.6 k 2.5 k 0.43 k 0.43 k 0.000 in 0.085 in 0.000 in Center Span... Dead Load Deflection -0.056 in ...Location 6.000 ft ...Length/Defl 2,553.7 Camber ( using 1.5' D.L. Defl) ... @ Center 0.085 in @ Left 0.000 in @ Right 0.000 in 0.43 k 0.43 k Total Load -0.213 in 6.000 ft 677.32 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 1 Title : Dsgnr. Description : Job # Date: 3:05PM, 13 JUN 13 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 503.60 psi Fb 1,080.00 psi Deflections Center Span... Deflection ...Location ...Length/Deft Camber ( using 1. @ Center @ Left @ Right Rev: 580004 - User: KW-0605873, Ver 5.8.0, 1-Nov-2006 !- (c)1983.2006 ENERCALC Engineering Software Description 14. General Information Scope : General Timber Beam Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density FuJI Length Unfform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf 240.00 #/ft #/ft #/ft Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi LL LL LL Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.466 : 1 2.1 k-ft 4.5 k-ft 2.09 k-ft at 2.000 ft 0.00 k-ft at 0.000 ft 0.00 k-ft 0.00 k-ft 4.49 fv 59.78 psi Fv 180.00 psi Dead Load -0.004 in 2.000 ft 12,445.9 5*D.L.Defl)... 0.006 in 0.000 in 0.000 in Total Load -0.016 in 2.000 ft 2,938.92 Reactions... Left DL Right DL 800.00 #/ft #Mt #/ft Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber: @ Left @ Center @ Right 0.49 k Max 0.49 k Max Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Page 1 13-46ae.ecw:Caicuiations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.9 k 5.8 k 2.09 k 2.09 k 0.000 in 0.006in 0.000 in 2.09 k 2.09 k Total Load 0.000 in 0.0 0.000 in 0.0 1 Rev: 580004 User. KW-0505873, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description 15. Title : Dsgnr: Description : Scope : Job # Date: 3:05PM, 13 JUN 13 General Timber Beam General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Page 1 13-46ae.ecw: Calculations 0.00 ft 0.00 ft 0.00 ft 1 Summary i DL DL DL 108.00 #/ft #/ft #/ft LL LL LL 360.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.476 : 1 Maximum Moment 2.1 k-ft Allowable 4.5 k-ft Max. Positive Moment 2.14 k-ft at 3.000 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 4.49 fb 514.24 psi fv 49.15 psi Fb 1,080.00 psi Fv 180.00 psi Deflections Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5D @ Center @ Left @ Right DeadLoad -0.009 in 3.000 ft 7,909.2 .L.Defl)... 0.014 in 0.000 in 0.000 in Beam Design OK 1.6 k 5.8 k @ Left 1.43 k @ Right 1.43 k Camber. @ Left 0.000in @ Center 0.014 in @ Right 0.000 in 0.35 k Max 1.43 k 0.35 k Max 1.43 k Total Load -0.038 in 3.000 ft 1,918.73 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 2-7- Design by : B.T. 6/30/2014 1:36 PM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* LATERAL ANALYSIS BASED ON 2012 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: --Soils Site Class D (Assumed) --Seismic Design Category D1/D2 IE := 1.0 For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Ss := 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period Si := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Fa:= 1.00 Site Coefficient based on Site Class & Ss (ASCE 7-10 Table 11.4-1) Fv := 1.5 Site Coefficient based on Site Class & Si (ASCE 7-10 Table 11.4-2) w, wX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7-05 Eq. 11.4-1 Sms Ss•Fa Sms = 1.59 ASCE 7-05 Eq. 11.4-2 Smi := Si Tv Smi = 0.83 ASCE 7-05 Eq. 11.4-3 Sms SDS = 1.06 3 ASCE 7-05 Eq. 11.4-4 SDI :_ —2 •Smi SDI = 0.55 3 *World of Designs & Engineers* 23 14-44AE. mcd Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: S :_ 1 35 oatan(. )) S = 1.04 Residential Group LLC. *World of Designs & Engineers* ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: RI := (1824)ft2•S Al := 1436ft2 PI := 2(34ft) + 2(56ft) (Upper Roof Area) (Upper Floor area) (Upper Floor) R2:= (490)ft2•S (Upper Roof Area) P2 2(50ft) + 2.(56) ft (Main Floor) Weight of Structure at Each Level: Story Weight at Upper level: w2 := 15•psf•(R1) + 10•psf•8•ft•(Pi) Story Weight at Main level: w1 12•psf•(A1) + 10•psf•(10•ft•P2) Shear at each Level: F:= 1.1 V2E := (F• SDS•w2) R EF SDS•(wIE VIE := (weight of roof, and wall) F=1.0 for one-story building F=1.1 for two-story building F=1.2 for three-story building (weight of lower roof, floor, & wall) V2E = 7695.6 Ib Story Shear at Upper Floor VIE = 6894.11 Ib Story Shear at Main Floor *World of Designs & Engineers* 14-44AE. mcd 24 Design by : B.T. 6/30/2014 1:36 PM PROJECT :14-44AE WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-10 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 p=gh[(GCpf) - (GC0)] Mean Roof Height h := 2441 qh = 0.00256KZKKKdv2I = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpf =External Pressure Coefficients per Figure 6-10 GCpi = Internal Pressure Coefficients per Figure 6-5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6-3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6-3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v := 110 Wind Speed per Hours (Figure 6-1). I := 1.0 Important Factor (Table 6-1). Residential Group LLC. *World of Designs & Engineers* *World of Designs & Engineers* 14-44AE.mcd Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* Velocity Pressure ( qZ) Evaluated at Height z (Equation 6-15) 915 0.002564K15•14N/2.I q15 = 18.43 920 0.00256•K20•Kd•v2.I q25 := 0.00256•K25•Kd•v2•I 925 = 18.43 930 0.00256•K 2 30' Kd'v ' I 930 = 18.43 940 0.00256•K40•Kd•v2.I q40 = 20.01 Internal Pressure Coefficients (Figure 6-5) q20 = 18.43 GC PI :_ .18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfi := .56 GCpf2 := .21 GCpG := —.43 GCpf4 :_ —.37 GCpfl E := .69 GCpf2E := .27 GCpf3E := —.53 GCpf4E —•48 *World of Designs & Engineers* 14-44AE.mcd 2-CP Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* P15.1 Q15•(GCpfl)•psf P15.2 Q15.(GCpf2)•psf P15.3 Q15•(GCpf3)•psf P15.4 Q15'(GCpf4)•psf P20.1 1:120•(GCpfl)•psf P20.2 g20•(GCpf2)•psf P20.3 g20'(GCpf3)•psf P20.4 g20.(GCpf4)•psf P25.1 Q25.(GC0fl)•psf P25.2 (125•(GCpf2)•psf P25.3 Q25.(GCpf3)•psf P25.4 Q25•(GCpf4)•psf P30.1 g30•(GCpfl)•psf P30.2 g30•(GCpf2)•psf P30.3 g30.(GCpf3)•psf P30.4 := Q30.(GCpf4)•psf P40.1 940• (GCpfl) • psf P40.2 440•(GCpf2)•psf P40.3 Q40•(GCpf3)•psf P40.4 940.(GCpf4)•psf P15.1 = 10.321bft 2 P15.2=3.871bft2 P15.3=-7.931bft2 P15.4=-6.821bft2 P20.1 = 10.321b ft2 P20.2 = 3.871bft2 P20.3 = -7.93 lb ft2 P20.4 = -6.82 Ibft 2 P25.1 = 10.321b ft2 P25.2=3.87lbft2 P25.3 = -7.93 lb ft2 P25.4 =-6.821bft2 P30.1 = 10.321bft2 P30.2 = 3.871b ft2 P30.3 = -7.93 lb ft2 P30.4=-6.82Ibfi2 P40.1 = 11.21 1b ft 2 P40.2 = 4.21b ft2 P40.3 = -8.6 lb ft2 P40.4=-7.4Ibft2 P15.IE Q15•(GCpfl0•psf P15.2E Q15.(GCO2E)•psf P15.3E g15•(GCpf3E)•psf P15.4E g 15•(GCpf4E)•psf P20.1E g20•(GCpflE)'psf P20.2E 1:120'(GCpf2E)•psf P20.3E Q20'(GCpf3E)•psf P20.4E Q20•(GCpf4E)•psf P25.1E g25.(GCpf1E)•psf P25.2E 925.(GCpf2E)•psf P25.3E g25'(GC0-3E)•psf P25.4E g25•(GCpf4E)•psf P30.1E g30'(GCpnE)•psf P30.2E Q30'(GCpf2E)•psf P30.3E g30'(GCpf3E)•psf P30.4E g30•(GCpf4E)'psf P40.1E Q40•(GCpflE)•psf P40.2E g40•(GCpf2E)•psf P40.3E g40•(GC0-3E)•psf P40.4E g40.(GCpf4E)•psf P15.1E=12.721bft2 P15.2E=4.981bft2 P15.3E=-9.771bft2 P15.4E =-8.851bft2 P20.1E=12.721bft2 P20.2E = 4.98 lb ft2 P20.3E = -9.771bft 2 P20.4E = -8.85 lb ft 2 P25.1E= 12.721bft2 P25.2E = 4.98 lb ft2 P25.3E = -9.771bft-2 P25.4E = -8.85 Ibft2 P30.1E = 12.7216ft2 P30.2E = 4.981bft2 P30.3E _-9.771bft2 P30.4E = -8.85 lb ft 2 P40.1E=13.811bft2 P40.2E=5.41bft2 P40.3E =-10.611bft2 P40.4E = -9.61 lb ft2 *World of Designs & Engineers* 14-44AE.mcd an an 7 HEW II II II II NNW Ar• 4e' on II SCALE 1/4' - 1'-0' ror PLATE sus.rut 'L� Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Residential Group LLC. *World of Designs & Engineers* WINDAT UPPER LEVEL—( front to back) W1 (320.1 - P20.4)•5ft + (P25.1 - P25.4)•4ft + (P30.1 - P30.4)•Oft END ZONE WINDAT UPPER LEVEL (front to back) WIE (P20.1E - P20.4E)•5ft + (P25 1E - P25.4E)•4ft + (P30.IE - P30.4E)'Oft WINDAT MAIN LEVEL —(all sides) W2 (P15.1 - P15.4)' I Oft END ZONE WINDAT MAIN LEVEL --(all sides) W2E (P15.1 E - P15.4E)' 10ft WINDAT UPPER LEVEL --(sides to sides) W3 (P20.1 - P20.4).5ft + (P25.2 - P25.2)•5ft + (P30.2 - P30.3)'2.5ft END ZONE WINDAT UPPER LEVEL (sides to sides) W3E (P20.1 E - P20.44511 + (P25.2E - P25.3E)•5ft + (P30.2E - P30.342.5ft But not less than 10 psf over the projected vertical plane. W1 = 154.271b111 WIE = 194.08Ibft W2= 171.411bft 1 W2E=215.641bft *World of Designs & Engineers* 14-44AE.mcd 29 •••• v Ze+ Twic J . S I W.I.C. OPEN ATH BEDRM #3 BEDRM #4 W.I.C. NG MASTER BATH MASTER BEDRM C 2-41 rofiraq UPPER FLOOR PLAN UILDING LINE BELOW Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 7695.6 Ib Seismic Force: Eaa 0.7p • V2E LI Lt 2 Laa Design by : B.T. 6/20/2014 10:51 AM Shear wall line AA: Step 1. Wind analysis on wall PROJECT :14-44AE Wind Toads per foot: W1 = 154.271bft 1 WIE = 194.081bft-1 Distance between shear wall: LI := 34•ft Shear wall panels: Laa := (10 + 16)ft Percent full height sheathing: 10•ft ,�0 100 10•ft) (W1 + WIE) L1 Wind Force: vaa:- 2 2 Laa vaa = 113.88 Ib ft 1 vaa = 113.881b ft 1 Co Laa = 26 ft % = 100 Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 Assumed p := 1.0 Wind Toads per foot Bldg Width in direction of Load: Lt := 34•ft Eaa Eaa = 103.591b ft ft = 103.591b 1 Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 8.0•ft Laa:= 10•ft OTM := vaa•Laa•Pt OTM = 9110.45lbft Dead Load Resisting Overtuming• WR := 0.6(15•psf)• 14•ft•Laa + 0.6•(10•psf)•Pt•Laa Laa DLRM := WR• 2 DLRM = 87001b ft Anchor Bolt Spacing (2003 NDS Table 11E) Holdown Force & Net Uplift: 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Seismic loads per foot HDFaa OTM - DLRM CO. Laa HDFaa = 41.041b Ste• 4. Shear Wall Summ- Wind Force: Seismic Force: vaa Eaa —=113.88lbft—=103.59(bftl Co Co B.P. Nailing Spacing Bp = 1.42ft Base Plate Nail Spacing (2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N BP := vaa Bp = 1.42 ft Z'N = 162.261b Per Nail As := 830•lb CD := 1.6 ZB := AS.CD ZB = 13281b ZB-Co As :_ vaa A.B. Spacing As= 11.66ft As = 11.66ft Per Bolt 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Forte: HDFaa = 41.041b Holdown Types: No Holdown *World of Designs & Engineers* 14-44AE.mcd Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Shear wall tine BB: • Step 1. Wind analysis on wall Wind Toads per foot: W1 = 154.271bft 1 WIE = 194.081bft 1 Distance between shear wall: LI := 34.ft Shear wall panels: Lbb := (17 + 25)ft Percent full height sheathing: Wind Force: vbb :_ 10.ft % 100 10.ft (WI + WIE) L1 2 2 Lbb Ste• 2. Seismic anal sis on wall Seismic Weight per level: V2E = 7695.6 Ib Seismic Force: Ebb V2E LI 0.7p--.- Lt 2 Lbb Lbb = 42 ft % = 100 Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vbb = 70.5 lb ft 1 vbb = 70.5 lb ft 1 Co Assumed p := 1.0 Ebb = 64.131b ft-1 Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtumina Moment on Wall Plate Height: Pt := 8.4ft Lbb := 17.ft OTM := vbb•Lbb•Pt OTM = 9587.661bft Dead Load Resisting Overturning: WR 0.6(15•psf)•14•ft•Lbb + 0.6•(10•psf)•Pt•Lbb DLRM := WR. ebb DLRM = 25143 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFbb := Co•Lbb Ste• 4. Shear Wall Summ Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vbb -1 Ebb C° = 70.516 ft = 64.131b ft-1 BP = 2.77 ft As = 18.84 ft HDFbb =-915.021b Co HDFbb =-915.021b 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf *World of Designs & Engineers* 1 ✓L Wind loads per foot Bldg Width in direction of Load: Lt := 34•ft Ebb =64.131bft1 Co Seismic loads per foot Base Plate Nail S acin 2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•ib CD := 1.6 Z'N := ZN.CD EN = 195.21b ZN Per Nail Bp . vbb Bp = 2.77 ft Anchor Bolt S acing /2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := AS.CD ZB = 13281b ZB.Co As := As = 18.84 ft Per Bolt vbb Holdown Types: No Holdown 14-44AE. mcd Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Shear wall line CC: Step 1. Wind analysis on wall Wind loads per foot: WI = 154.271bft1 WIE = 194.081bft1 Distance between shear wall: LI := 39.ft Shear wall panels: Lcc:= (4 + 4 + 8 + 8)ft Lcc = 24 ft Percent full height sheathin %10•ft 9: := 100 % = 100 10.ft Wind Force: vcc := (W1 + W1E) Ll 2 2 Lcc Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 7695.6 Ib Seismic Force: Ecc 0 7p•V2E L1 Lt 2 Lcc Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vcc =141.511bft1 vcc =141.51Ibf-1 Co Assumed p := 1.0 Ecc = 81.051b ft 1 Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtumina Moment on Wall: Plate Height: Pt := 8.0•ft Lcc 4. ft OTM := vcc• Lcc' 1't OTM = 4528.43 lb ft Dead Load Resisting Overtumina• WR := 0.6(15•psf)•2•ft•Lcc + 0.6•(10•psf)•Pt•Lcc DLRM :_ Lcc �r R 2 DLRM = 528 lb ft Holdown Force & Net U lift: HDFcc := OTM - DLRM Co' Lcc Ste• 4. Shear Wall Summ_, : HDFcc = 1000.11 lb Ecc Co Wind Toads per foot Bldg Width in direction of Load: Lt := 54.ft = 81.051b f} 1 Seismic loads per foot Base Plate Nail S acin 2003 NDS Tabfe11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN.CD Z'N = 162.261b B0:= N Bp = 1.15 ft Per Nail vcc Anchor Bolt S acing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB:= As•CD ZB = 13281b ZB.Co As := As = 9.38 ft Per Bolt vcc Wind Force: Seismic Force: B.P. Nailino Spacing A.B. Soacinca Holdown Force: vcc C=141.5116ft1 Ecc Bp=1.15ft As=9.38ft o Co HDFcc = 1000.11 lb 16d @ 12" o.c. 5/8" AB. @ 72' o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 pif Holdown T pes: MSTC28 PER PLAN *World of Designs & Engineers* 14-44AE.mcd 23 Design by : B.T. 6/20/2014 10:51 AM Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: PROJECT :14-44AE W1 = 154.271bft 1 W1E - -1 Distance between shear wall: LI := 17•ft Shear wall panels: Ldd := (7)ft Ldd = 7 ft Percent full height sheathin %10•ft 9: := 100 % = 100 10•ft Wind Force: vdd := (W1 + W1E) LI 2 2 Ldd Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 7695.6 Ib Seismic Force: Edd 0 7p V2E L1 Lt 2 Ldd Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co:. 1.00 per IBC Table 2305.3.8.2 vdd = 211.491b ft 1 vdd = 211.49 lb ft 1 Co Wind Toads per foot Assumed p := 1.0 BldgWidth in direction of Load: Lt := 54•ft Edd = 121.131bft-1 Ste• 3. Checkin• Overturnin• Moment & Holdown on Wall Overtumino Moment on Wall Plate Height: Pt := 8,0.ft Ldd := 7-ft OTM := vdd•Ldd•Pt OTM = 11843.581bft Dead Load Resistin Overtumin : WR 0.6(15•psf)•2•ft•Ldd + 0.6•(10•psf)•Pt•Ldd DLRM :_ Ldd �y R 2 DLRM = 1617 Ib ft Holdown Force & Net U lift: HDFdd := OTM - DLRM Co' Ldd Ste• 4. Shear Wall Summ Win— dFOrCe: Seismic Force: B.P. Nailing Soacino q,g_na Holdown Force: vdd E — Holdown Tvoes: C=211.491bft-1 dd = 121.13Ibft 1 Bp=0.77ft As=6.28ft Simpson o Co HDFdd = 1460.941b MSTC28 P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C16d @ 8" o.c. 5/8" AB. @ 72' o.c. Wind Capacity = 339 plf Seismic Capacity = 242 pif Edd C0 =121.131bft1 Seismic Toads per foot Base Plate Nail S acin 2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN.CD Z'N = 162.261b BP N B = 0.77 ft Per Nail vdd p Anchor Bolt S acin 2003 NDS Table 11E 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir HDFdd = 1460.94 Ib As := 830•lb As := ZB•Co vdd *World of Designs & Engineers* 3L CD := 1.6 ZB := AS•CD As = 6.28 ft ZB = 13281b Per Bolt 14-44AE.mcd Base Plate Nail S acin 2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 EN := ZN.CD Z'N Bp. _ - Bp = 1.22 ft Eee Z'N = 162.26 lb Per Nail Anchor Bolt S acing 12003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As :_ As := 830.1b ZB•Co Eee Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Shear wall line EE: Step 1. Wind analysis on wall Wind loads per foot: WI = 154.271b ft 1 Distance between shear wall: LI := 17•ft L2 := 39.ft Shear wall panels: Lee:= (8 + 7 + 6)ft Percent full height sheathing: Wind Force: vee := W 1LI + L2 2 Lee Ste • 2. Seismic anal sis on wall Seismic Weight per level: V2E = 7695.6 Ib :_ ]oft • 100 10.ft) Seismic Force: Eee V2E LI + L2 0.7p•Lt• 2 Lee Eee = 133.01 lb ft- 1 Eee = 133.01 lb ft 1 Seismic Toads per foot Co Lee = 21 ft % = 100 Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vee = 205.69Ibft 1 vee = 205.691bft-1 Co Assumed p := 1.0 Wind Toads per foot Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtuming Moment on Wall Plate Height: Pt := 8.0•ft Lee 6.ft OTM := Eee•Lee'Pt OTM = 6384.51bft Dead Load Resisting Overtumino• WR := 0.6(15•psf)•2•ft•Lee + 0.6•(10•psf)•Pt•Lee DLRM := WR. L2e DLRM = 11881bft Holdown Force & Net Uplift: HDFee := OTM - DLRM Co' Lee HDFee = 866.08 lb Ste. 4. Shear Wall Summ_ : Wind Force: Seismic Force: B.P. Nailing Spacing A.B.S_ gacino Holdown Force: Bldg Width in direction of Load: Lt := 54•ft vee Eee 205.691b ft Co = 133.01 lb ft 1 Bp = 1.22 ft As = 9.98 ft HDFee = 866.08 lb Co 16d @ 12" o.c. 5/8" A.B. @ 72' o.c. PI-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf *World of Designs & Engineers* CD := 1.6 ZB := As•CD As = 9.98 ft ZB = 13281b Per Bolt Holdown Types: Simpson MSTC28 PER PLAN 14-44AE. mcd 1 BUILDING LINE BELOW MAIN FLOOR PLAN Design by : B.T. 6/20/2014 10:51 AM Shear wall Tine A: Step 1. Wind analysis on wall Wind Toads per foot: PROJECT :14-44AE W2 = 171.41 lb ft 1 W2E = 215.641b ft 1 Distance between shear wall: LI := 34.ft Shear wall panels: La := (16+6+7)ft Percent full height sheathing: Wind Force: va := 10.ft %:= 100 10.ft vaa Laa + (W2 + W2E) L 1 2 2 La Ste • 2. Seismic anal sis on wall Seismic Weight per level: VIE = 6894.11 lb Seismic Force: Ea := Eaa•Laa + 0.7p. VIE LI- Lt 2 La La = 29 ft % = 100 Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 va=215.541bft1-a ft =215.541b1 Co Assumed p := 1.0 Ea = 149.461b ft-1 Wind Toads per foot Bldg Width in direction of Load: Lt := 50•ft Ea = 149.461bft Seismic loads per foot Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtumino Moment on Wall. Plate Height: Pt := 9.04Base Plate Nail S acin 2003 NDS Table11N La := 6-ft OTM := va•La•Pt OTM = 11639.381bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overtumino ZN := 122•lb CD := 1.33 Z'N := ZN-CD Z'N = 162.261b WR 0.6(15•psf)•14•ft La + 0.6 (l0 psf)•Pt•2•L + 0.6 sf 1.33 ft•L EN a 12 ( p a BP Bp = 0.75 ft Per Nail DLRM := WR' La va DLRM = 4384.37 lb ft Anchor Bolt S acing (2003 NDS Table 11E1 Holdown Force & Net U lift: 5/8" Dia. Bolt (6" Embed) & 1-1/27 Plate Hem -Fir OTM - DLRM HDFa Co. La HDFa = 1209.171b Ste• 4. Shear Wall Summ_ Wind Force: Seismic Force: B.P. Nailino Spacing A.B, gpacino Holdown Force: va - =215.54lbft-I Ea = 149.461bft-1 Bp=0.75ft As=6.16ft Coo CoHDFa = 1209.171b 16d @ 8" o.c. 5/8" AB. @ 72' o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif As := 830•lb CD := 1.6 ZB := As•CD ZB-Co As := As = 6.16 ft - va ZB = 1328Ib Per Bolt Holdown T pes: STHD8RJ PER PLAN *World of Designs & Engineers* 14-44AE.mcd Co. Lb Ste• 4. Shear Wall Summ Win dF°ice: Seismic Force: vb Nailin B.P. gpa Scing A.B. S_ pacing Holdown Force: = 278.531b ft Co 1 = 222.921b ft Eb �1 Bp = 0.7ft As = 4.77 ft H.DFb = 1167.141b Co 16d @ 8" o.c. 5/8" AB. @ 54" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Design by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Shear wall line B: Step 1. Wind analysis on wall Wind Toads per foot: W2 = 171.411b ft1 W2E = 215.641b ft 1 Distance between shear wall: LI := (34•ft) L2 := (16•ft) Shear wall panels: Lb := (11 + 17)ft Lb = 28 ft Percent full height sheathing: Wind Force: vb := 10.ft % := (--)• 100 %= 100 1041 vbb•Lbb + �W2 + W2E� LI + L2 2 2 Lb Ste • 2. Seismic anal sis on wall Seismic Weight per level: VIE = 6894.11 lb Seismic Force: Eb :_ Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vb = 278.53 lb ft 1 vb = 278.53 lb ft-1 Co Assumed p := 1.0 Ebb•Lbb + 0.7p• VIE• LI + L2 Lt 2 Lb Eb = 222.921bft-1 Wind Toads per foot Bldg Width in direction of Load: Lt := 34.ft Eb = 222.921 b ft 1 Co Seismic loads per foot Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtumina Moment on Wall Plate Height: Pt := 9.0.ft Base Plate Nail S acin 2003 NDS Table11N Lb := 1 1 •ft OTM := vb•Lb•1't OTM = 27574.891bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Oyertumin ZN := 122•1b CD := 1.6 Z'N := ZN.CD Z'N = 195.21b WR := 0.6(15 psf) 14 ft•Lb + 0.6 (10 psf) pt•2•Lb ( + 0.6 12P ) sf 1.33 ft•L Z'N b Bp Bp = 0.7 ft Per Nail Lb vb DLRM := WR.— DLRM = 14736.35 lb ft 2 Anchor Bolt S acin 2003 NDS Table 11E1 Holdown Force & Net U lift: 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir HDFb := OTM - DLRM As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b HDFb = 1167.141b ZB'Co As := As = 4.77 ft Per Bolt vb Holdown T oes: STHD8RJ PER PLAN *World of Designs & Engineers* 14-44AE.mcd �r? Ciesign by : B.T. 6/20/2014 10:51 AM PROJECT :14-44AE Shear wall line C• Ste• 1 Wind anal sis on wall Wind Toads per foot: w2 = 171.41 1b ft 1 W2E = 215.641b ft-1 Distance between shear wall: LI := 32•ft Shear wall panels: Lc := (4 + 4 + 5 + 5)ft Percent full height sheathing: Wind Force: vc := Lc = 18 ft l 0-ft % := 100 % = 100 r 10.ft vcc Lcc + (W2 + W2E) LI 2 2 Lc Ste• 2. Seismic anal sis on wall Seismic Weight per level: VIE = 6894.11 lb Seismic Force: Ec Ecc.Lcc+ 0.7 VIE L1 Lt 2 Lc Ste• 3. Checkin. Overtumin. Moment Overtuminq Moment on Wall: Lc := 4•ft OTM := vc•Lc•Pt Dead Load Resistin Overtumin WR := 0.6(151psf)•2•i•Lc + 0.6-(10•psf)• DLRM := WR. Lc 2 Max Opening Height = Oft-0in, per IBC Table 2305.3.8.2 vc = 360.7Ib ft 1 Assumed p := 1.0 Ec = 187.51 1b ft 1 & Holdown on Wall Plate Height: Pt := 9.041 OTM = 12985.361bft Pt•2•Lc + 0.6(12•psf)•5•ft•Lc DLRM = 12961bft Holdown Force & Net U lift: HDFc := OTM - DLRM Co•Lc Ste• 4. Shear Wall Summ HDFc = 2922.34 lb Wind Force: Seismic Force: vc co =360.71bfi Co B.P. Nailing Spacing Ec — = 187.51 lbft 1 Bp=0.45ft As := vc — = 360.71b ft 1 Co Residential Grour LLC, *World of Designs & Engineers' Therefore Co := 1.00 Wind Toads per foot Bldg Width in direction of Load: Lt := 54.ft Ec = 187.511bf( Co Base Plate Nail S 16d Common Nails ZN := 122•lb CD := Z'N Bp •_ vc Seismic Toads per foot acin 2003 NDS Table11N & 1-1/2" Plate Hem -Fir 1.33 Z'N := ZN.CD Z'N = 162.26 lb Bp = 0.45 ft Per Nail Anchor Bolt S acin 2003 NDS Table 11E 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As -CD ZB = 13281b ZB. Co vc A.B. Spacma As=3.68ft As = 3.68 ft Per Bolt 16d @ 4" o.c. 5/8" AB. @ 42" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Holdown Force. HDFc= 2922.34 Ib Holdown Types: Simpson STHD14RJ *World of Designs & Engineers* 14-44AE. mcd 3;f Wind Force: vd := Design by : B.T. 6/25/2014 1:47 PM PROJECT :14-44AE Shear wall line D: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.411be W2E = 215.641bft 1 Distance between shear wall: LI := 22.ft Shear wall panels: Ld := (3 + 3)ft Ld = 6 ft Percent full height sheathing:o 10•ft)100 /o := % = 100 10•ft vdd•Ldd + tW2 E� LI 2 2 Ld Ste 2. Seismic anal sis on wall Seismic Weight per level: VIE = 6894.111b Seismic Force: Ed Edd•Ldd + 0.7p. VIE L1 Lt 2 Ld Residential Grouj LLCI *World of Designs & Engineers Max Opening Height = Oft-Oin, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vd = 601.531b ft 1 vd = 601.53 lb ft Co Assumed p := 1.0 Ed = 305.171b ft 1 Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtumina Moment on Walt Plate Height: Pt := 9.0 ft Ld := 3•ft OTM := vd•Ld•Pt OTM = 16241.381bft Dead Load Resistin Overtumin WR := 0.6(15•psf)•2•ft•Ld + 0.6•(10•psf).Pt.2.Ld + 0.6(12•psf)• 12•ft•LdL' DLRM := WR. Zd DLRM = 955.8 lb ft Holdown Force & Net U lift: HDFd := OTM - DLRM Co•Ld Ste. 4. Shear Wall Summ Wind Force: vd - = 601.531bft-1 Co HDFd = 5095.191b Seismic Force: Ed - =305.171bft Co B. P, Nailing Spacing Bp=0.27ft Wind loads per foot Bldg Width in direction of Load: Lt := 54•ft Ed = 305.171bft 1 Co Seismic loads per foot Base Plate Nail S acin 2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 EN := ZN.CD EN = 162.261b Bp Z B = 0.27 ft Per Nail vd p Anchor Bolt S acin 2003 NDS Table 11E 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830•lb CD := 1.6 ZB := As•CD As := Zg• Co As = 2.21 ft vd A.B. Spacino As = 2.21 ft 16d @ 3" o.c. 5/8" AB. @ 24" o.c. P1-3: 7/16" Sheathing w/ 8d nails © 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 plf *World of Designs & Engineers* Holdown Force: HDFd = 5095.191b ZB = 13281b Per Bolt Holdown TLes: Simpson HDU8 14-44AE. mcd i Design by : B.T. 6/20/2014 10:57 AM PROJECT :14-44AE Shear wall Tine E: Stec 1. Wind analysis on wall Wind Toads per foot: W2 = 171.41 lb ft 1 Distance between shear wall: Ll := 22.ft L2 := 32•ft Shear wall panels: Le := (15 + 11.5 + 7.5)ft Percent full height sheathing: Wind Force: ve := 10.ft %:= 100 10•ft vee•Lee + (W2). LI + L2 2 Le Ste • 2. Seismic anal sis on wall Seismic Weight per level: VIE = 6894.11 lb Seismic Force: Ee Eee•Lee + 0.7p . Le VIE L1 + L2 Lt 2 Le = 34 ft % = 100 Residential Group LLC. *World of Designs & Engineers* Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 ve = 263.161bft1 ve 263.161bft-1 Co Assumed p := 1.0 Ee= 167.321bft-1 Ste• 3. Checkin• Overtumin• Moment & Holdown on Wall Overtuming Moment on Wall: Plate Height: Pt := 9,0.ft Le:= 7.5•ft OTM := ve•Le•Pt OTM = 17763.18lbft Dead Load Resisting Overtumina• WR 0.6(15•psf)•2•ft•Le + 0.6•(10•psf)•Pt•2•Le + 0.6(12•psf)•12•ff•Le Le DLRM := WR• DLRM = 5973.75 lb ft Holdown Force & Net Uplift: HDFe := OTM - DLRM Co•Le Ste• 4. Shear Wall Summ HDFe = 1571.921b Wind Toads per foot Bldg Width in direction of Load: Lt := 45.ft Ee = 167.321bft 1 Seismic loads per foot co Base Plate Nail S acin 2003 NDS Table11N 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN.CD Z'N = 162.26 lb Z'N Per Nail Bp• ve Bp=0.62ft Anchor Bolt Spacing (2003 NDS Table 11E1 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b AZB•Co s := Wind Force: Seismic Force: BP Nailin Spacing A,g_cinq Holdown Force: ve E = 263.16 lb ft 1 e = 167.321b ft ft As = 5.05 ft 1. Bp = 0.62 o Co HDFe = 1571.921b ve CD := 1.6 ZB := As•CD As = 5.05 ft P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C16d 6" o.c. 5/8" A.B. 60" o.c. Wind Capacity = 339 plf Seismic Capacity = 242 plf *World of Designs & Engineers* ZB = 13281b Per Bolt Holdown T pes: Simpson STHD8RJ PER PLAN 14-44AE. mcd City of Tukwila Department of Community Development 6/1/2016 DMITRIY STAROVEROV 2934 57 AVE NE TACOMA, WA 98422 RE: Permit No. D14-0352 STAROVEROV RESIDENCE 15010 MACADAM RD S 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 7/26/2016. 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 7/26/2016, 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, Fkilt lb 14 Rachelle Riple Permit Technician File No: D14-0352 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Anstey Engineering 8627 NE 180th Street Bothell, WA 98011 Phone: 206-303-7639 Fax: 425-658-0923 E-mail: benanstey52@yahoo.com April 6, 2015 To: City of Tukwila Attn: Megan Parsons Subject: Response to Comment Letter 2 on Proposed new SFR D14-0352 For: 15010 Macadam Road, Tukwila, WA Dear Megan, Attached are 4 copies of the revised plans and reports as requested in your Comment letter NO 2 dated March 31, 2015. Our responses are listed below: Building Department: 1. The datum of the Existing CB proposed located in Macadam Road gutter has been adjusted to match the updated Site Topo. 2. The Catch Basin in Macadam Road is existing 3. The water meter, water service, sanitary side sewer and underground power and cable are shown on the plan. 4. The Sensitive Area Hold Harmless agreement will be provided by the owner. Please contact me if you have any questions or need additional information. Yours truly, Benjamin P. Anstey, P.E. Civil Engineer RECEIVED ci ry OF TUKWIL A APR 0 7 2015 7RIVI i CENTFF; Page 1 Job No. AE14-55 D14 o;r2g City of Tukwila Department of Community Development April 8, 2015 DMITRIY STAROVEROV 2934 57 AVE NE TACOMA, WA 98422 RE: Application No. D14-0352 STAROVEROV RESIDENCE 15010 MACADAM RD S Dear DMITRIY STAROVEROV: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0352 for the work proposed at STAROVEROV RESIDENCE (15010 MACADAM RD S) 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 UNDER REVIEW and is due to expire 05/06/2015. 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, "-'4.1), Bill Rambo Permit Technician File No: D14-0352 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development March 31, 2015 DMITRIY STAROVEROV 2934 57 AVE NE TACOMA, WA 98422 RE: Correction Letter # 2 COMBOSFR Permit Application Number D14-0352 STAROVEROV RESIDENCE - 15010 MACADAM RD S Dear DMITRIY STAROVEROV, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) On your civil site please clarify discrepancy in invert elevations. Proposed CB in Macadam RD S shows invert 4" E @ 122.78', however new typel CB in the driveway has invert 695.5'. Show CB detail on plan. 2) Is the CB in Macadam Rd S existing or proposed? Please label accordingly. 3) Your site shows only storm drainage work. Please show existing water meter, water, sanitary sewer and power/telecommunication service to the future house. 4) Hold Harmless Sensitive Area Agreement was missing in your submittal. Please have the agreement execute with notary and submit to Public Works approval and recording. 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 206-431-3670. Sincerely, egan Parsons Permit Tec nic : n File No. D14-0352 Anstey Engineering 8627 NE 180th Street Bothell, WA 98011 Phone: 206-303-7639 Fax: 425-486-0267 E-mail: benanstey52@yahoo.com January 19, 2015 To: City of Tukwila Attn: Bill Rambo Subject: Response to Comment Letter 1 on Proposed new SFR D14-0352 For: 15010 Macadam Road, Tukwila, WA Dear Mr. Rambo, Attached are 4 copies of the revised plans and reports as requested in your Comment letter NO 1 dated November 25, 2014. Our responses are listed below: Building Department: All Sheets are the same size and stamped by Architect or Engineer. 1. A Crawl Space Drain Detail is shown on the Drainage Plan. 2. A TBM is provided and the lot is graded to drain away from the house. Survey Provided by Geodetic Surveying Services. 3. A Geotechnical Report is provided by XXXX See Attached. Fire Department: 1. Water Availability Letter from Water District 125 see attached 2. An existing Fire Hydrant is located at the SW corner of the lot. Public Works: 1. Cover Sheet and Drawing Index Provided (By Architect) 2. All utilites will be placed underground See Site Plan 3. Civil Engineering Drainage Plan Provided (See Attached) a. b. c. d. e. f. g. h. Temporaty Erosion Control Measures Storm Drainage and Perforated Pipe CB in driveway will prevent water Ex Fire Hydrant show at SW corner FF and spot elevations shown Foundation drain Utility services 2'Contours shown shown on Civil Plan Connection per KCSWDM from draining onto road. of Lot will drain to CB shown (See Architectural Site Plan) minimal grading proposed Cut and Fill shown, 111CY to be exported from site 4. House will have Fire Sprinkler - See Architect Plan 5. No Pavement Cut Proposed. 6. Hold Harmless Agreement signed and attached Please contact me if you have any questions or need additional information. Yours truly, Benjamin P. Anstey, P.E. Civil Engineer CORRECTION LTR# � tlL1O3S2 Page 1 Job No. AE14-55 RECEIVED CITY OF TUKWILA FEB 2 6 2015 PERMIT CENTER City of Tukwila Department of Community Development November 25, 2014 DMITRIY STAROVEROV 2934 57 AVE NE TACOMA, WA 98422 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0352 STAROVEROV RESIDENCE - 15010 MACADAM RD S Dear DMITRIY STAROVEROV, 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. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. A discharge system shall generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications and dimensions or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 2. Provide benchmark elevation marks for the site and show finish floor elevation in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 3. Please provide soils evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm structural engineering is consistent with the soils evaluation report. (IRC R401.4) FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • This project appears to be in Water District #125. Provide a water availability statement from the water district. Also, show the location, to scale, of the nearest fire hydrant. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Provide a cover sheet with vicinity map and index to drawings. List applicant information including 24 hour emergency phone number, engineer's and contractor's information and person in charge. Public Works permit information, plan submittal criteria, standards, and specifications are available on the City's Web -Site. Go to the City Web -Site then click on City Department Directory / Public Works Department / Development & Permits. Then under Public Works Topics click on Customer Assistance Bulletins (CAB) and Development Guidelines and Design & Construction Standards and other topics as applicable. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2) All utilities including power are required to be underground per City of'1uxwila ordinance. Contact your power company and show how power and telecommunication services are going to be brought to the house. 3) Submit a Civil plan (same size as the rest of the drawings) signed and stamped by a Washington State Licensed Professional Engineer showing a) temporary and permanent erosion control measures b) storm drainage system design per the 2009 King County Surface Water Design Manual for the roof downspouts and driveway; please note that driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface c) existing nearest fire hydrant d) show FF elevation, driveway spot elevations and existing sidewalk along frontage with curb cut e) show how/where the foundation drain will tie to 0 proposed sanitary sewer, water service, power and other utilities (gas, cable, telephone, etc.) as applicable g) existing and proposed contours in 2 ft intervals h) earth work quantities: cu yards of cut and fill and cu yards of dirt to be exported of the site 4) The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4"-inch water meter and service line meets domestic and fire flow requirements. If domestic water and fire flow requirements are not met than a 1-inch water meter with 1" water service is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW - THROUGH SYSTEM. 5) Pavement mitigation fee applies to future Public Works Permit if street pavement is open cut. City does not allow pavement cuts in pavement that is three (3) years old or newer except by written approval from the Public Works Director. See Pavement Mitigation Bulletin no. A3 — enclosed. 6) Applicant shall execute the attached Hold Harmless Agreement for work inside the City right of Way. 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, `_` r/t/( Bill Rambo Permit Technician File No. D14-0352 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ' RMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0352 DATE: 4-7-15 PROJECT NAME: STAROVEROC RESIDENCE SITE ADDRESS: 15010 MACADAM RD S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division ! Pu lic Wor s 0111y, PRELIMINARY REVIEW: Not Applicable 101,1-15- (no approval/review required) Fire Prevention Structural Planning Division n Permit Coordinator DATE: 4-9-2015 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 5-7-15 Notation: REVIE\VER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0352 DATE: 02/26/15 PROJECT NAME: STAROVEROV RESIDENCE SITE ADDRESS: 15010 MACADAM RD S Original Plan Submittal Revision # X Response to Correction Letter # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: 4irtpc ding Division ig 55SM Cons_ &=3o,r5 Public Works1111 AAA c• Fire Prevention 1111 Structural Planning Division Permit Coordinator n 1 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/03/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/31/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 11111 6 Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0352 DATE: 11/06/14 PROJECT NAME: STAROVEROV RESIDENCE SITE ADDRESS: 15010 MACADAM RD S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: f cow\ThtLf Building Divisionir-1 Co- V` Public Works a.c$1(i\ Fire Prevention el Planning Division Et Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/11/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 12/09/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only I CORRECTION LETTER MAILED: I� 1 L Departments issued corrections: BIdgsE' Fire — P1ng ❑ PW- Staff Initials: 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL 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: D 14-0352 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Staroverov Residence RECEIVED CITV O>P` !V ft 1 APR 0 7 2015 Project Address: �// /� e 0 � 15010 Macadam Rd S p Contact Person: rty -CT4-WYPhone Number: p2°2S3 ZD ^ �o67 Summary of Revision: orb- oaf oh M d "`i�Lsce ,'1'/kw ocd H %- /t 1 � ift) k ss Sheet Number(s): "Cloud" or highlight all areas of revision including dat of revision2___ Received at the City of Tukwila P rmit Center b Y Entered in TRAKiT on W:\Permit Center\TemplateAForms\Revision Submittal Form.doc Revised: March 2014 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Datec2/261/ � Plan Check/lPermit Number: D 1 q —0 3 _Cot ❑ Response to Incomplete Letter # RECEPIED CITYr` ;r MIA ❑ Response to Correction Letter # / ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner g `q"-o=:Nr'ER ]Project Name:,0 vftW Res liGc: )Project Address: 10 �%G ,�/ �(- 5 That,/ t(% l4z Contact Person: DIAL fiery #6lavain/ Phone Number: 625-3)228 - 9,,6- %' Summary of "evision: FED 26 2015 le. fen 72 C9teo49Ate �C %J fl/ 'c ` /Z�" /ic 57 2/ ¢,/ i� rs0/1a- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E Entered in TRAKiT on 0 02/ (is City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http:/(www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 8733000080 Address: 15010 MACADAM RD S Applicant: STAROVEROV RESIDENCE Permit Number: D14-0352 Issue Date: 5/28/2015 Permit Expires On: 11/24/2015 DESCRIPTION OF WORK: CONSTRUCT NEW 2550 SQ FT SINGLE FAMILY RESIDENCE WITH A 730 SQ FT ATTACHED GARAGE AND A 204 SQ FT COVERED DECK. Public Works ACTIVITIES INCLUDE DRIVEWAY, EROSION CONTROL, STORM DRAINAGE, SANITARY SEWER & WATER SERVICE (WM EXISTING). Fire and Parks impact fees not assessed as there was a previous house demo'ed under permit D14-0193 METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: Connection Charge: $0.00 $0.00 $0.00 Installation: $0.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $75.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 TOTAL WATER FEES: $75.00 Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type i� NAcetetimi 5 Property Street Address %sLinr;`- 7'$ City ataria State ZIP i VOX °V For King Countl e Only Account # No. of RCEs Monthly Rate \01).-‘ asz Owner's Name,/ / Sewer District / Agency Contact & Phone Number Owner's Mailing Address Date of Sewer Connection f co'w - hall 9i q2 Z— City State ZIP Side Sewer Permit Number (23) 22 -QU 7 Owners Phone Number (with Area Code) Required: Property Tax Parcel Number (Zs-3) 22-q._ L1U 67 Property Co tact Phone Number (with Area Code) Subdivision Name Party to be Billed (if different than Owner): Name Subdivision Number Lot Number Block Number Building Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) ❑ Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) • 3-Piex (0.8 RCE per unit) ❑ 4-Piex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = 1.6 2.4 3.2 RECEIVED CITY Or TTUKWIL A 'd :0 6. 2014 Please report any demolitions"f pieS tis tiig building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? Q Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? Ey'Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes I No If Multi -family, will units be sold individually? ❑ Yes CNo If yes, will this property have a Homeowner's Association? ❑ Yes i ,No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for etermination of a revised capacity charge Signature of Owner/Representative 11�Lith� Print Name of Owner/Representative 19/1,aiL chuovC' az 1057 (Rev. 4/11) White — King County Ilow — Local Sewer Agency Pink — Sewer Customer Date 6/zolc( elaolu DIMA CONSTRUCTION & SIDD LLC Page 1 of 2 Home Ilvcio en Espanol Contact Search L&I A-Z Index Help My Secure 1.&I Safety Claims & Insurance Workplace Rights Trades & Licensing 0 Washington State Department of Labor & Industries DIMA CONSTRUCTION & SIDING LLC Owner or tradesperson Principals STAROVEROV, DMITRIY, PARTNER/MEMBER STAROVEROV, VIKTOR, PARTNER/MEMBER MIRCHEV, ANDREY, PARTNER/MEMBER (End: 10/13/2010) DIMOV, PAVEL, PARTNER/MEMBER (End: 10/22/2010) Doing business as DIMA CONSTRUCTION & SIDING LLC WA UBI No. 602 529 705 2934 57TH AVE NE TACOMA, WA98422-3218 253-228-4867 PIERCE County Business type Limited Liability Company Governing persons DMITRIY STAROVEROV VIKTOR STAROVEROV; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. DIMACCS953N6 Effective — expiration 08/26/2005— 08/26/2015 Bond Wesco Insurance Co Bond account no. 46wb033759 $12,000.00 Received by L&I Effective date 08/23/2013 08/24/2013 Expiration date Until Canceled Bond history Insurance ............................ INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. IG011003479-00 Received by L&I Effective date 05/27/2015 05/18/2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602529705&LIC=DIMACCS953N6&SAW= 6/4/2015 w S 150th 0 0 Macadam Rd $ VICINITY MP t XCifftx,tk.„4„0,„.• • „t•LOMOVXxxxx —.4W405,0t,t. t”, S 149th St TOTAL C„ T TOTAL FILL CONSTRUCTION ENTRANC txx, XxiCOALLYX04$0104). „. X0WW,I,Aft, „ xaf*iftOsitxxxxxt,To•X, SITE BE\CHVARK PK SET \ EL=697.06 STAROV1-ROVA RI-S 111 CY15010 CY MAGI/ CATCH BASIN LOCATE APPROXIMATE 50FT NW FROM THE NEW DRIVEWAY TO NORTH OF MACADAM ROAD; • • . TOP 697.0+/- INV 4" E 692.4 NEW 8" INV 24" W 687.6 INV12"NW 694.1 • a PERFORATED PIPE •C ANECTI.0 •::PER..C.2. EXISTING: 41.4 URB CUT NEW TYPE 1 CATCH BASIN WITH DOWNTURNED ELBOW RIM = 697.5 IE = 695.5 \\\ /// \TS TIGHTLINED 4" PVC TO FOOTING DRAIN U/ T NI\ CH X-SECTION TIGHTLINED PVC DOWNSPOUT DRAIN PLANNING APPROVED • No changes can be made. to these plans without approval from the Planning Division of DCD - Approved By: Date: - • PLAN V EW OF ROOF NTS, SITE PLAN PROVIDED BY RESIDENTIAL GROUP LLC SURVEY PROVIDED BY GEODETIC SURVEYING SERVICES C-711 LT -11 _F ‘,x1 ; 6 'RIZ COPY 131101-03Sz• Plan review approval Is subject to GITOM and omissions. Approval of construction documents does not authorize the violation of any adopted coda or =Inane& Receipt o approved Field Co and colleens edged: By: Joe-17-4/ Date: City of Tukwila BUILDING DIVISION NOTE: •SIDE 07330000 9 (<1 fAD/31 °A)141" F-6-Piat-/ES iF 04010E:R INSTALL NEW METER c- wATER •ii ftf" -r HILL, Preoce-56D vatt NE4) 1" toftTee- 5EP-v"Ic6 AILlb 11164)Iti He 11 ot. tA5 61c1s-r WM F IT GJILL pfccomo wcriS 'Flag spfzi SY51-614 Am° PA-55 Tr1eS.Darecix5r TEset AM RE 700 PROPOSED \ . NEW DRIVEWA 4 .1 ,602. EL=697.99 OT INFO. LOT= 10680 SO.FT. BILTEDMC4 COVERAGE = 1957 Sc)...17. PAVEWill'ari' COVERAGE = 951 SQ.FT. TOTAL CO7D PdiGE = 2908 SO.F.T. (2723%) YARD DRAIN PERFORATED 0 6 MIL VAPOR BARRIER 6" WASHED GRAVEL 00 el, 4" PVC PERFORATED FOOTING DRAIN TO CB CRAWL SPACE DRAINAGE DETAIL — NTS LEGEND 1 3 0 58'-7" S S EEI • • <c.c.% • ., • . • • • • ., • A CLEARING LIMIT WATER LINE SANITARY SIDE SEWER UNDERGROUND POWER FIRE HYDRANT WATER METER WATER VALVE POWER POLE WITH LIGHT AC PAVEMENT CONCRETE ERA = 709.2 RE3A — -70 LEGAL DESCRIPTION: TYLERS STELLA A 1 T TO STERLING PLAT BLOCK: 3 PLAT LOT: 2 SEPARATE PERMIT REQUIRED FOR: 011eChanical arElectricaf 0 Plumbing 0 Gas Piping City of Tukwila 131.1!1.5)!NC:i DIVISION \OHT 3. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 3 2015 ity of Tut= a BUILDING DIVISION 140 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subjett--to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac:- of the design rests totally with the designer. AdditiOns, deletions or revisions to these drawings after- this ate will void this acceptance and will require.a' relilbrnittal of revised drawings for subsequent approval. - Final acceptance is Subject to field inspection by the Public Works utilities inspector. Date: SCALI- 1" 20' CALL BE71-70RE YOU DIG AT 1-800-4-24-5555 TO AVOID CUTTING UNDERG UTTLITY LINES. EXISTING unurz: LOCATI•N SHOWN ON T IS PL 1\7 ARE APPROXII\ • TE. TI CONT_RACTOR SHALL DRTERMINE THE E CT LOCATIONS BEFORE STARTING WORK. THE P _ANS MAY NOT INDICATE UP TO ATE UTILITY LOCATIONS. By: RECErv" APR 07 2015 TUkvviLr, PUBLIC WORKS REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. ILLA-013c))- • CORRECTION LTflif OUND N'ECEVED CITY OF $) APR 07 2.015 PEMT CENTEP 0 c\I 10 0 a_ co cd >ID - REVISIONS (1) LJ z 2 < (..n cr • 0 CD 4. 1— IJ PREPARED BY LLJ 0 0 IJ 0 tx a. STAROVEROVA RESIDENCE (r) CO LU z CO 00 CO CY) —J _J LLJ E 0 0) 0 N t`r) 0 CD cNi isr) I Lo 00 (D CO (f) s\ILk c 0: L LiLL SCALE: 1 inch = 20. ft. 0 10 20 ( IN FEET ) SITE INFORMATION: SITE ADDRESS: 15010 MACADAM RD S TUKWILA, WA 98188 TAX ACCOUNT No.: 873300-0080 LEGAL DESCRIPTION: LOT 2, BLOCK 3, STELLA A. TYLER'S FIRST ADDITION TO STERLING, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 15 OF PLATS, PAGE 8, RECORDS OF KING COUNTY, STATE OF WASHINGTON. SITUATE IN COUNTY OF KING; STATE OF WASHINGTON. NOTES: 1. CONTROLLING BOUNDARY DATA WAS OBTAINED BY ACTUAL AND LINEAR RELATIONSHIPS WERE DETERMINED WITH A NIKON STATION SUPPLEMENTED WITH A STEEL TAPE. 2. ALL CENTERLINE CONTROL MONUMENTS SHOWN ON THIS 2014. 3. THE SURVEY ACCURACY FOR THIS SURVEY MEETS OR EXCEEDS THE REQUIREMENTS OF WAC 332-130-090. 4. THIS SURVEY WAS COMPLETE WITHOUT BENEFIT OF A CURRENT TITLE REPORT. EASEMENT AND OTHER ENCUMBRANCES MAY EXIST ON THIS PROPERTY THAT ARE NOT SHOWN HEREON. 5. ALL STRUCTURES (BUILDINGS) TIES AND FENCES TIES SHOWN HEREON ARE APPROXIMATE AND CAN NOT BE USED TO ESTABLISH PROPERTY LINES. 6. THIS SURVEY DOES NOT PURPORT TO SHOW ALL FENCES AND/OR ALL OTHER SIGNS OF OCCUPATION OR POSSESSION. 7. EXISTING, POSSESSION, I.E.., FENCES, SHEDS, DRIVEWAY, ETC. MAY HAVE PRIOR RIGHTS. DO NOT REMOVE THEM WITHOUT LEGAL ADVICE. FIELD MEASUREMENTS. ANGULAR DTM 330 FIVE SECOND TOTAL SURVEY WERE VISITED IN OCTOBER, REFERENCES: 1. KING COUNTY ASSESSORS MAP OF NW 23-23-4. 2. PLAT OF OF STELLA A. TYLER'S FIRST ADDITION TO STERLING VOL. 90 PG. 6. 3. RECORD OF SURVEY REC. No. 20021204900002 4. RECORD OF SURVEY REC. No. 20050601900007 DATUM: ASSUMED SITE BENCHMARK: PK NAIL SET IN SEAM OF CONCRETE SIDEWALK IN FRONT OF THE PROPERTY N SIDE OF DRIVEWAY EL=697.06 OF A PORTION OF PLAT OF STELLA A. TYLER'S FIRST ADDITION TO STERLING, THE SE 1/4 OF THE NW 1/4 OF SECTION 23, TWP. 23 N., RGE. 4 E., WILLAMETTE MERIDIAN, KING COUNTY, WASHINGTON 1 1 1 1 LEGEND FIRE HYDRANT ® WATER METER WATER VALVE POWER POLE WITH LIGHT • ........................ PAVEMENT CONCRETE 0 0 0 0 700 S 150TH STREET " REBAR S\ EL=701.03 \ x—x—x x—x—x \SITE BENCHMARK PK SET E=697.06 rn 0 0 REBAR =697.99 N88°29'53"W 448.17' 7 17 S.F•R• � S � 8 702-N- 88°29'53-9V tt .93' 4' VERY OLD BARBWIR€NCE MIXED W WOOD F I� (`.. \ x—x—x—x x—x—x 0 N08°29'53��W j NN 1 0 13�.80' EXPIRES: 2 SST 1" REBAR EL = 709.2 x METAL FENCE POST 1" REBAR EL = 708.5qr� 2O 00. FtwEIVED envocromit 10 205 P tf- 0 GEODETIC SURVEYING SERVICES P.O. BOX 3488 RENTON, WA 98056 PHONE: (425) 299-1739 CLIENT WED FOR E COMPLIANCE APPROVED MAY 132015 City of Tukwila DING DIVISION STAROVEROVA DMITRIY 15010 MACADAM RD S TUKWILA, WA 98188 PROJECT CITY OF TUKWILLA BOUNDARY SITE SURVEY • DATE 3/05/15 SCALE 1 "= 20' DWG X14TKW1 JOB# X14TKW1 DRAWN BY APPROVED RV SHEET _1 OF 1 130 \ EXISTING CURB CUT 58'-4" S 4ROv ROV 5 NC 15010 MACADAM RD S, TUKWILA WA PARCEL NUMBER 8733000080 t3� 36' 153.00' J PROPOSED_;:..: NEW DRIVEWAY • • 0 2///// %//j/��//. / 2 ////// ///////////' ,26 //%// //;///// /////// ////////t/ Lt o / // / /// // // / /////// ///////////////////////;;///;/// 0///;// , P R 0 P 0 S E D //i///////// /� S I N G L E FAMILY//j///j//! / R/,E S I D E N C E /1 3 5///. ////. / ///// / 2////// /////////% ////////////////////// ///% //////////// //////////// K/ / // , , // , // , "71- 26'-2" 25' \ T LOT INFO. Oft - PAIO 132.80' 27' 00 0 U) 58'-7" CLEARING LIMIT 54'-7" 1 40 SILT FENCE ll yr' 40 3 may% 4, Ock, V/ LOT AREA = 10680 SQ.FT. BUILDING COVERAGE = 1957 SQ.FT. PAVEMENT COVERAGE = 951 SQ.FT. TOTAL COVERAGE = 2908 SQ.FT. (27.23%) EA 135 LEGAL DESCRIPTION: TYLERS STELLA A 1ST TO STERLING PLAT BLOCK: 3 PLAT LOT: 2 NOS SCA i 00 N RE 4) .._, : 0 --ti:.: .: ' ' � C. GJ C�ea..11.�° a P° � /7. RE VVED FOR CODE COMPLIANCE APPOVED MAY 1.3 2015 • City of Tukwila I BUILDING DIVISION NOV 07 2014 PUBLIC WDRKS RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER REVISIONS w 1- A PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERLY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: * i a) tU • mown • 0 O L O CNI 00 "It N N oLa. w on 65 c.);27, °E 1'2.D rne4 f24 >0. W 611 0 g • 1:4 E o fl !=2 OC CBY: A.H. DATE: 11/6/14 CHECKED: B.T. SHEET NO. JOB NO. ENE4L NOTES: CODES: DESIGN 15 IN ACCORDANCE WITH THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF 25 PSF (PG) FLOOR 40 PSF DECKS 60 PSF LATERAL WIND EXPOSURE B 110 MPH SEISMIC PER ZONE D SITE WORK: UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED THE FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 1500 PSF. EXTERIOR FOOTING SHALL BEAR 18' MINIMUM BELOW FINISHED GRADE UNLESS NOTED OTHERWISE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. ALL BACK FILL MATERIAL SHALLBE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLOMNS. INSULATION AND MOISTURE PROTECTION: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I-1 INCH CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6-INCHES ABOVE BATT INSULATION. BAFFLES TO EXTEND 12-INCHES ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATT. FRICTION FIT FACED BATT. USE 4 MIL (0.004') POLYETHYLENE VAPOR BARRIER AT WALLS. USE PvA PAINT WITH A DRY CUP PERM RATING OF ON (MAX) R-10 INSULATION UNDER ELECTRIC WATER HEATERS. 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICE THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CALKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED 'FIRE -RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13 SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MADE TIGHTLY FITTING. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BAARRIER SHALL BE PROPERLY INSTALLED IN FLOOR DECKS, IN ENCLOSED FRAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS INSETSTAPLED BATT WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8-INCHES AND GAPS BETWEEN THE FACING AND 'ME FRAMING SHALL NOT EXCEEIINCH. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OF EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATION AREA -FOR ATTIC VENTILATION MAY BE 300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A vAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IN INSTALLED ON THE WARM SIDE OF THE INSULATION. EXTERIOR DOORS/EXITS: IRC R311 AT LEAST ONE EGRESS DOOR SHALL BE PROVIDED TO EACH DWELLING. THE EGRESS DOOR SHALL BE SIDE -HINGED AND WITH A MINIMUM CLEAR WIDTH OF 32' IN WIDTH AND NOT LESS THAN 18' IN HEIGHT, MEASURE FROM TOP OF THE THRESHOLD TO THE BOTTOM OF THE STEP. LANDINGS AT DOORS AND STAIRWAYS 4 CONSTRUCTION: IRC R3113, R311.5 THE FLOOR OR LANDING AT THE REQUIRED EGRESS DOOR SHALL NOT BE MORE THAN I-1/2' LOWER THAN THE TOP OF THE THRESHOLD. WHEN EXTERIOR LANDINGS OR FLOORS SERVING THE REQUIRED EGRESS DOOR ARE NOT AT GRADE, THEY SHALL BE PROVIDED WITH ACCESS TO GRADE BY MEANS OF A RAMP OR STAIRWAY. THERE SHALL BE A FLOOR OR LANDING ON EACH SIDE OF ALL OTHER EXTERIOR DOORS. FLOOR ELEVATIONS FOR THE DOORS SHALL BE PROVIDED WITH LANDINGS NO MORE THAN 1-3/4' BELOW THE TOP OF THE THRESHOLD. HANDRAILS: IRC SECTION R311.1.8, R311.5.3 ALL STAIRWAYS WITH 4 OR MORE RISERS SHALL HAVE AT LEAST ONE HANDRAIL. SUCH HANDRAILS SHALL BE PLACED NOT LESS THAN 34' AND NOT MORE THAN 38' ABOVE THE NOSING OF THE TREADS. HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY ABOVE THE TOP RISER TO A POINT DIRECTLY ABOVE THE LOWEST RISER. HANDRAIL ENDS SHALL BE RETURNED OR TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS AJACENT TO THE WALL SHALL HAVE A SPACE NOT LESS THAN 1/2' BETWEEN THE WALL AND THE HANDRAIL. GUARDS: IRC SECTION R312. TABLE R301.5 GUARDS SHALL BE PROVIDED FOR PORCHES, BALCONIES, RAMPS, OR RAISED FLOOR SURFACES LOCATED MORE THAN 30' ABOVE HORIZONTALLY FROM OR A FLOOR BELOW. GRADE SHALL BE MEASURED 36' R Z ONTA Y LL R OM THE H EDGE OF THE FLOOR SURFACE. GUARDS SHALL BE NOT LESS THAN 36 IN HEIGHT, , MEASURED FROM THE ADJACENT WALKING SURFACE, ADJACENT FIXED SEATING OR THE LINE CONNECTING THE LEADING EDGES OF A TREAD. Yes Perscriptive Compliance: Zone 4 Marine <...dn..e<,«ans, R402.11 No U-Factor or Total UA Equivalent Compliance R402.I.3/R402.1.4 Glazing area10 % of Floor FENESTRATION U-FACTOR Ceiling Insulation Above Grade Wall Below Grade Wall (Footnote c) Floor (over crenated '''' Slab On Grade Vertical doorsiumdows Overhead Attic Vaulted Interior Exterior UNLIMITED 030 0.50 R-49 or Ad 8 R-38 R-21 Int. R - 21, w/ TB R - 10 R-30 R-I0 FOOTNOTES 1. IDENTIFY THE COMPLIANCE METHOD. THE MOST COMMON AND SIMPLEST APPROACH 15 THE PRESCRIPTIVE METHOD FOR ENERGY CODE COMPLIANCE. SEE PRESCRIPTIVE TABLE R402.1.1 THE COMPONENT PERFORMANCE APPROACH REFRENCED IN IECC SECTION R4021.4 MAY ALSO BE USED FOR ENERGY CODE COMPLIANCE. FOR MORE INFORMATION CONTACT THE LOCAL BUILDING DEPARTMENT OR WSU ENERGY PROGRAM AT (360) 956-2042. 2. IDENTIFY THE WHOLE -HOUSE VENTILATION COMPLIANCE METHOD. A VENTILATION SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE, SECTION MI501. THE MOST COMMON VENTILATION METHODS INCLUDE A WHOLE -HOUSE VENTILATION SYSTEM USING EXHAUST FANS (MI5013.4) AND A WHOLE -HOUSE VENTILATION SYSTEM INTEGRATED WITH A FORGED -AIR SYSTEM (MI5013.5). OTHER VENTILATION SYSTEMS INCLUDE WHOLE -HOUSE VENTILATION SYSTEM USING A SUPPLY FAN (MI5013.6) AND WHOLE -HOUSE VENTILATION SYSTEM USING A NEAT -RECOVERY VENTILATION SYSTEM (M15013.1). IF YOU NEED ADDITIONAL INFORMATION WE RECOMMEND THAT YOU DISCUSS WITH YOUR HEATING AND VENTILATION SYSTEM PROFESSIONAL. IN ADDITION MASON COUNTY STAFF WILL BE HAPPY TO DISCUSS THE OPTIONS IF YOU ARE NOT SURE WHICH COMPLIANCE OPTION WILL WORK FOR YOU. 3. IDENTIFY THE ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS LISTED IN TABLE R4062: THE DRAWINGS INCLUDED WITH THE BUILDING PERMIT APPLICATION SHALL IDENTIFY WHICH OPTIONS HAVE BEEN SELECTED AND THE POINT VALUE OF EACH OPTION. EACH ONE AND TWO-FAMILY DWELLING UNIT AND TOWNHOUSES ARE REQUIRED TO ACHIEVE THE FOLLOWING MINIMUM NUMBER OF CREDITS: A) SMALL DWELLING UNITS LESS THAN 1500 SQ. FEET OF HEATED OR COOLED AREA AND LESS 300 SQ. FT. FENESTRATION AREA (SKYLIGHTS, DOORS, WINDOWS, ETC), OR ADDITIONS TO AN EXISTING BUILDING THAT IS LESS THAN 150 SQ. FT. OF HEATED AREA. - -0.5 POINTS 5) MEDIUM DWELLING UNITS NOT INCLUDED IN A) ABOVE %SMALL DWELLINGSia, OR C) BELOW 3%BLARGE DWELLING% -1.5 POINTS C) LARGE DWELLING UNIT IS A DWELLING UNIT THAT EXCEEDS 5000 SQ. FT. OF HEATED OR COOLED FLOOR AREA. -2.5 POINTS. • 4. PROVIDE A COMPLETED HEATING/COOLING SYSTEM SIZE WORKSHEET TO VERIFY COMPLIANCE TO IECC R403.6. THE CALCULATOR/WORKSHEET IS AVAILABLE ON THE WSU-ENERGY PROGRAM WEBSITE AT: HTTP://WWW.ENERGY.WSU.EDU/BUILDINGEFFICIENCY/ENERGYCODE/2012ENERGYCODEASPX. STAFF CAN ALSO ASSIST WITH PREPARATION OF THE WORKSHEET. 5. TO MEET THE PRESCRIPTIVE OPTION ALL FENESTRATION PRODUCTS SHALL COMPLY WITH THE REQUIRED U-FACTOR LISTED IN TABLE R402.1.4. WINDOWS, DOORS, AND GLAZED DOORS SHALL HAVE A TESTED U-FACTOR OR 30 OR LESS. WHEN USING THE SMALL DWELLING OPTION FOR ENERGY CREDITS (A) OR COMPONENT PERFORMANCE APPROACH PROVIDE A FENESTRATION SCHEDULE THAT IDENTIFIES THE SQUARE FEET AND U-FACTOR OF EACH ITEM. FENESTRATION• IS DEFINED IN THE IECC AS SKYLIGHTS, ROOF WINDOWS, VERTICAL WINDOWS, OPAQUE DOORS, GLAZED -DOORS THAT INCLUDE PRODUCTS WITH GLASS AND NON -GLASS GLAZING MATERIALS. 6. IDENTIFY THE LOCATION AND FUEL TYPE OF THE HEATING SYSTEM, WATER HEATER, LOCATION OF EXHAUST FANS (BATHROOM, LAUNDRY, KITCHEN, ETC.) AND R-FACTOR OF PROPOSED INSULATION FOR WALLS, FLOORS, CEILINGS, AND CONCRETE SLAB FLOORS ON THE BUILDING PLANS, 1. NOT LESS THAN 15% OF ALL PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS. HIGH EFFICACY LAMPS ARE DEFINED IN IECC CHAPTER 2 AND ARE CONSIDERED COMPACT FLUORESCENT LAMPS, T-8 OR SMALLER DIAMETER LINEAR FLUORESCENT LAMPS, OR LAMPS WITH A MINIMUM EFFICACY 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS, 50 LUMENS PER WATT FOR LAMPS OvER 15 WATTS TO 40 WATTS, AND 60 LUMEN PER WATT FOR LAMPS OVER 40 WATTS. IMC. TABLE 4038.42 FAN TESTED CFM 9 25 WG MIN. FLEX DIAMETER MAX LENGTH IN FEET MIN SMOOTH DIAMETER MAX LENGTI- IN FEET MAX ELBOU1 50 4' 25 4' 10 3 50 5' 90 5' 100 3 50 6' NO LIMIT 6' NO LIMIT 3 80 4' NA 4' 20 3 80 5' 15 5' 100 3 80 6' 90 6' NO LIMIT 3 100 5' NA 5' 50 3 100 6' 45 6' NO LIMIT 3 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FT FROM LENGTH FLEX DUCTS OF THIS DIAMETERARE NOT PERMITTED WITH FANS OF THIS SIZE. TABLE MI601.I.I (2) GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING DUCT SIZE MIN. THICKNESS (INCHES AND MM) EQUIVALENT GALVANIZED SHEET NO. MINIMUM THICKNESS ROUND DUCTS 4 ENCLOSED RECTANGULAR DUCTS 14 INCHES AND LESS 0.0151 (0.3950mm) 28 0.0115 16 AND 18 INCHES 0.0181 (0.4112mm) 26 0.018 20 INCHES AND OVER 0.0236 (0.6010mm) 24 0.023 EXPOSED RECTANGULAR DUCTS 14 INCHES OR 0.0151 (0.3950mm) 28 0.0115 OVER 14 INCHES 0.0181 (0.4112mm) 26 0.018 SOURCE SPECIFIC VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH vACK-DRAFT DAMPERS. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4. TERMINAL ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF THE DUCT WORK. TERMINAL ELEMENTS FOR EXHAUST FAN DUCT SYSTEMS SALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. vIA SECTION 302.2.3 SEE TABLE 3-3 BELOW FOR PRESCRIPTIVE EXHAUST DUCT SIZING. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE BAPOR SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS -INCHES ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP R, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION 1 OCCUPANCY). PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.019-INCHES (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. WARM AIR FURNACE INSTALLATIONS IN ATTIC OR CRAWL SPACES SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY APPLIANCE DESIGNED TO E VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L BENT, TYPE B GAS BENT OR TYPE BW GAS BENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERM OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. A TYPE B OR BUJ GAS BENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2-FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOD OF THE BUILDING AND AT LEAST 2-FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10-FEET OF THE VENTS PER THE INTERNATIONAL MECHANICAL CODE. SMOKE 4 CARBON MONOXIDE ALARMS: RC SECTION R314 4 WAG R315. ALL SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL211 AND INSTALLED IN ACCORDANCE WITH THE PROVISIONS X THE INTERNATIONAL RESIDENTIAL CODE AND THE HOUSEHOLD WARNING EQUIPMENT PROVISIONS OF NFPA12. SMOKE ALARMS SHALL BE INSTALLED IN EACH SLEEPING ROOM, OUTSIDE EACH SEPERATE SLEEPING AREA IN THE MMEDIATE VICINITY OF THE BEDROOMS, IN NAPPING AREA OF FAMILY CHILD DAYCARE HOMES, ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS AND HABITABLE ATTICS. EXHAUST FANS: IRC 3303.4, SECTION MI501, MI501. EXHAUST FANS ARE REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET ROOM, LAUNDRY FACILITY, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISCHARGED OUTDOORS AT A POINT WHERE IT WILL NOT CAUSE A NUISANCE AND NOT LESS THAN THE DISTANCES SPECIFIED IN IMC SECTION 501.2.1. THE AIR SHALL BE DISCHARGED TO A LOCATION FROM WHICH IT CANNOT AGAIN BE READILY DRAWN IN BY VENTILATING SYSTEM. DRYER EXHAUST DUCTS SHALL NOT BE EXHAUSTED INTO AN ATTIC OR CRAWL SPACE. THE TERMINATION POINT SHALL BE LOCATED AT LEAST 3-FEET FROM PROPERTY LINES, 3-FEET IN ANY DIRECTION FROM OPENINGS INTO THE BUILDINGS AND 0-FEET FROM MECHANICAL AIR INTAKES. CLOTHES DRYER: RC SECTION M1502, G2439, 4 IMC SECTION 504. EXHAUST DUCTS, NOT LESS THAN 4' IN DIAMETER, SHALL BE CONSTRUCTED OF .016-INCH-THICK (28 GAGE) RIGID METAL DUCTS, HAVING SMOOTH INTERIOR SURFACES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. EXHAUST DUCTS SHALL NOT BE CONNECTED WITH SHEET -METAL SCREWS OR FASTENING MEANS THAT EXTENDS INTO THE DUCT AND SUPPORT AT INTERVALS NOT LESS THAN I2-FEET. RANGE HOOD: IRC SECTION M1501, M1503, MI504, M1505, MI90I 4 MI306. ALL KITCHENS SHALL BE PROVIDED WITH EXHAUST HOODS CAPABLE OF EXHAUSTING 100 CFM AT .25 NCIHES WATER GAUGE. EXHAUST HOODS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER INSTALLATION INSTRUCTIONS AND DISCHARGE TO THE OUTDOORS. FIREPLACE HEARTH EXTENTION: RC SECTIONS R1004.2, RI001.9, RIOOI.IO AND M1414.2. HEARTH EXTENTIONS OF APPROVED FACTORY -BUILT FIREPLACES SHALL BE INSTALLED IN ACCORDANCE I11TH LISTING OF THE FIREPLACE. THE HEARTH EXTENTION SHALL BE READILY DISTINGUISHABLE FROM THE SURROUNDING FLOOR AREA. MASONRY FIREPLACE -IARTHS AND HEARTH EXTENTIONS SHALL BE CONSTRUCTED OF CONCRETE OR MASONRY, SUPPORTED BY NONCOMBUSTIBLE MATERIALS. FIREPLACE HEARTHS SHALL BE AT LEAST 4' THICK AND HEARTH EXTENTIONS SHALL BE AT LEAST 2' THICK. THE FIREPLACE EXTENTION SHALL EXTEND AT LEAST 16' IN FRONT OF, AND AT LEAST 8' BEYOUND EACH SIDE OF THE FIREPLACE OPENING. CLEARANCE TO COMBUSTABLES FIREPLACE FIREBLOCKING: RC SECTIONS R302.13, RI0OI.11, 1003.18, 1003.19, AND MI306.2.1. COMBUSTABLE NSULATION SHALL BE SEPERATED A MINIMUM OF 3' FROM NEAT PRODUCING APPLIANCES. COMBUSTION AIR/EXTERIOR AIR SUPPLY: RC SECTIONS R303.4, RI001.1.1 (WAC), AND R1006. (WAC), MI101 AND G2401. FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH COMBUSTION AIR OBTAINED FROM OUTSIDE THE STRUCTURE DUCTEDINTO THE FIREBOX. DIRECT VENT APPLIANCES OR EQUIPMENT THAT DO NOT DRAW COMBUSTION AIR FROM INSIDE OF THE BUILDING SHALL BE PROVIDED WITH COMBUSTION VENTILATION AND DILUTION AIR IN ACCORDANCE TO THE MANUFACTURER'S SPECIFICATIONS. FUEL GAS DRYERS SHALL BE PROVIDED WITH MAKE-UP AIR AS DIRECTED BY MANUFACTURER SPECIFICATIONS. WATER HEATERS: UPC CHAPTER 5 4 608, IRC SECTION M1301.2, M2005 4 IECC/WSEC R403.4. WHEN WATER HEATERS OR HOT WATER STORAGE TANKS ARE INSTALLED IN LOCATIONS WHERE LEAKAGE OF THE TANKS OR CONNECTIONS WILL CAUSE DAMAGE, THE TANK OR WATER HEATER SHALL BE INSTALLED IN A WATERTIGHT PAN OF CORROSION RESISTANT MATERIAL. THE PAN SHALL BE AT LEAST 1.5' DEEP AND WITH A 3/4' DIAMTER DRAIN TO THE EXTERIOR OF THE BUILDING NOT LESS THAN 6' AND MORE THAN 24' ABOVE THE ADJACENT GROUND SURFACE. GARAGE/DWELLING DOOR/OPENINGS: IRC SECTION R302.5.1 OPENINGS BEWTEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SELF -CLOSING, SOLID WOOD DOORS NOT LESS THAN I-3/8' (35MM) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-38' THICK, OR 20-MINUTE FIRE -RATED DOORS. GARAGE/DWELLING SEPARATION: RC SECTION R302.5, R302.6. THE GARAGE SHALL BE SEPERATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8' TYPE X 5YPSUM BOARD OR EQUIVALENT. WHERE THE SEPERATION 15 A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPERATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 1/2' GYPSUM BOARD OR EQUIVALENT. ATTIC ACCESS: RC SECTION R801.1 BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREA THAT EXCEEDS 30 SO FT AND HAVE A VERTICAL HEIGHT OF 30'. MINIMUM ACCESS OPENINGS SHALL NOT BE LESS THAN 22'X 30'. THE ATTIC ACCESS SHALL BE LOCATED IN A HALLWAY OR OTHER READILY ACCESSIBLE LOCATION WITH A 30' MINIMUM UNOBSTRUCTED HEADROOM IN THE ATTIC SPACE ABOVE THE ACCESS OPENING. STAIR WIDTH: IRC SECTION R311.1.1 STAIRWAYS SHALL NOT BE LESS THAN 36' IN CLEAR WIDTH AT ALL POINTS ABOVE THE HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. HANDRAILS SHALL NOT POJECT MORE THAN 4-1/2' ON EITHER SIDE OF THE STAIRWAY AND 1HE MINIMUM CLEAR WIDTH OF THE STAIRWAY AT AND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL NOT BE LESS THAN 31-1/2' WHERE THE HANDRAIL IS INSTALLED ON ONE SIDE AND 21' WHERE HANDRAILS ARE INSTALLED ON IROTEAECOMR311.1.5 4 R311.8.1 THE MINIMUM RISER HEIGHT SHALL BE 1-3/4'. THE I I H,1 GEED THE 10'. THE TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8'. A NOSING NOT LESS THAN 3/4' BUT NOT MORE THAN I-I/4' SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. OPEN RISERS ARE PERMITTED, PROVIDED THAT THE OPENING DOES NOT PERMIT THE PASSAGE OF A 4' DIAMETER SPHERE. SPIRAL/CIRCULAR/WIND ING STAIRS: IRC SECTION R311.4, R311.1.10, R311.1.5.2.1 SPIRAL STAIRWAYS AND BULKHEAD ENCLOSURES STAIRWAYS SHALL COMPLY WITH ALL REQUIREMENTS OF STAIRWAYS EXCEPT: SPIRAL STAIRWAYS ARE PERMITTED, PROVIDED THE MINIMUM WIDTH BELOW THE HANDRAIL 5-IALL BE 26' WITH EACH TREAD HAVING A 1-1/2' MINIMUM TREAD DEPTH AT 12' FROM THE NARROWER EDGE. ALL TRADS SHALL BE IDENTICAL, AND THE RISE SHALL BE NO TORE THAN 9-I/2'. A MINIMUM HEADROOM OF 6'-6' SHALL BE PROVIDED. CIRCULAR STAIRWAYS CONFORMING TO THE REQUIREMENTS OF THIS SECTION MAY BE USED AS A MEANS OF EGRESS COMPONENT IN ANY OCCUPANCY. THE MINIMUM WIDTH OF RUN SHALL NOT BE LESS THAN 10-INCHES AND THE SMALLER STAIRWAY RADIUS SHALL NOT BE LESS THAN TWICE THE WIDTH OF THE STAIRWAY. WINDING STAIRWAYS IN GROUP R, DIVISION 3, OCCUPANCIES AND IN PRIVATE STAIRWAYS IN GROUP R, DIVISION [OCCUPANCIES. WINDING STAIRWAYS MAY BE USED IF THE REQUIRED WIDTHOF RUN IS PROVIDED AT A POINT NOT MORE THAN 12-INCHES FROM THE SIDE OF THE STAIRWAY WHERE THE TREADS ARE NARROWER, BUT IN NO CADE SHALL THE WIDTH OF RUN BE LESS THAN 6-INCHES AT ANY POINT. ILLUMINATION: IRC SECTION R303.1 ALLINTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TOILLUMINATE THE STAIRS, INCLUDING LANDINGS AND TREADS. eTAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. HALLWAYS: THE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 1003.2.3, BUT SUCH WIDTH SHALL NOT BE LESS THAN 44 INCHES, EXCPT AS SPECIFIED HEREIN. HALLWAYS SERvING AN OCCUPANT LOAD OF LESS THAN 50 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. 100433.2. DOORS, WHN FULLY OPENED, AND HANDRAILS SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 1 INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN NONE HALF. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVE FEATURES MAY PROJECT INTO THE REQUIRED WIDTH 1 1/2 INCHES FROM EACH SIDE. MECHANICAL VENTILATION SYSTEM: IRC MI501 EACH DWELLING UNIT AND GUEST ROOM SHALL BE PROVIDED WITH A WHOLE HOUSE MECHANICAL VENTILATION SYSTEM DESIGNED IN ACCORDANCE WITH M15013.1 THROUGH M1501.3.1 OR IN ACCORDANCE WITH SPECIFICATIONS ALLOWED IN THE INTERNATIONAL MECHANICAL CODE. CONTROLS AND OPERATION (MI5083.2): I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS: OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDEDTO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY. EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILLATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: ENERGY- 5.1. THEY SHALL BE CAPABLE OF OPERATING INTERMITTENLY AND CONTINUOUSLY. 5.2. THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENGERIZING OTHER CONSUMING APPLIANCES. 5.3. THE VENTILATION RATE SHALL BE ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 403.8.5.1 5.4. THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.5. THE INTERMITTEN MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 5.6. THE SYTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH A 24-HOUR CLOCK TIMER AS 5.1. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE -HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' TABLE MI80133(I) CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEM AIR FLOW RATES TABLE M1501.33(I) DWELLING UNIT FLOOR AREA (SF) NUMBER OF BEDROOMS 0 - I 2-3 4-5 AIRFLOW IN CFM <1500 30 45 60 1501-3000 45 60 15 3001-4500 60 15 90 4501-6000 15 90 105 INTERMITTEN MECHANICAL FAN SHALL OPERATE NOT LESS THAN ONE HOUR EVERT 4-HOURS. WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25% EVERY 4-HOURS THE VENTILATION RATE SHALL BE MULTIPLIED BY THE FACTOR IN TABLE MI50133(2) SAFETY GLAZING THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING I) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT JALOUSIE. 2) GLAZING IN FIXED PANELS AND SLIDING OR SWINGING PANELS OF SLIDING OR SWINGING TYPE DOORS OTHER THAN WARDROBE DOORS. 3) GLAZING IN STORM DOORS. 4) GLAZING IN ALL UNFRAMED SWINGING DOORS. 5) GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THES COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURGACE AND DRAIN INLET. 6) GLAZING IN FIXED OR OPERABLE PANELS ADJAC,.�'TQ\\bOiR IUIE,; NEAREST EXPOSED EDGE OF THE GLAZING IS WI �. Nt INGI�li �. 'R.Q. VERTICAL EDGE OF THE DOOR IN A'. CLOSED P� O`;151`=lf:El j®,c._rc ch��E EXPOSED EDGE OF THE GLAZING IS LESS TH (�3c-A$Q,yB:W SURFACE. / 6 <��� ® �Q�Q�-` JET?'� .,U4Q� „,. 1) GLAZING IN FIXED OR OPERABLE PLANELS . TILI T O n'C VE»F:�$Y@ ITEM NUMBER 5 AND 6 WHICH HAVE A GLAZ=�� 7SR Iz,-ijitt,:t!ET F`LETAND THE LOWEST EDGE IS LESS THAN I8 INC �:S ABb �,,,OR TOP EDGE MORE THAN 36' ABOVE THE FL��O�6 WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF -,AGETY'LAZING�SGCH'�,�w;`\. GLAZED PANELS MAY BE PROTECTED WITH A H. Z I fiACcME1;10I, NOT LES/r THAN I- INCHES IN WIDTH WHN LOCATED BETWEEN 3N.' IAA I1Xk11 .. .:7'.N ABOVE THE WALKING SURFACE CAPABLE OF WITH STA 0 G5f--i-''E _ ,- 1 WITHOUT CONTACTIONG THE GLASS. OM', NG cn 8) GLAZING IN RAILINGS. REGARDLESS OF HEIGHT ABOVE THE WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NON-STRUCTURAL IN -FILL PANELS. 9) GLAZING IN WALLS AND FENCES USED AS THE BARRIER FOR INOOR AND OUTDOOR SWIMMING POOLS AND SPAS WHEN ALL OF THE FOLLOWING CONDITIONS ARE PRESENT: LITHE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE POOL SIDE OF THE GLAZING. 2) THE GLAZING IS WITHIN 5 FEET OF A SWIMMING POOL OR SPA WATERS EDGE. 10) GLAZING IN WALLS AT STAIRWAYS LANDINGS WITHIN THE WIDTH OF THE STAIR AND WITHIN 5 FEET OF THE BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS IS LESS THAN 60 INCHES ABOVE A WALKING SURGACE R WED FOR CODE COMPLIANCE APPROVED MAY 1 3 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER w F- A J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: Crib m L N a) • L (n 0) 0 (JD op ▪ Ln Lo co co I I inin N N U W Q z El3 0 r4 Co) O �a r24 C) 1.4 O Oce r:4 H pox rn Q�H CBY: B.T. 1 DATE: 10/24/14 CHECKED: B.T. SHEET NO. MI JOB NO. J 12 2X6 W/ IX2 FACIAL BOARD PPROX. GRADE UJEST ELEV4TION ( f- PROVIDE STEP TO GRADE MAX BUILDING HEIGHT TOP PLATE in 12 51 12 I5 IX3' T 4 G CEDAR TYPICAL SCALE: 1/4" = 1'-0" 2X12 W/ 1X2 FACIAL BOARD TYP. SUB. FLR 9\TOP PLATE SUB. FLR HARDY SMOOTH PANEL e 48' O.G. TYPICAL TOP PLATE 6X6 POST WRAP W/ HARDY PANEL PROVIDE STEP TO GRADE �In 0�0 0!� SUB. FLR 5 12 APPROX. GRADE I NOTW ELEVATION { 1 PROVIDE STEP TO GRADE APPROX. GRADE 6X6 POST WRAP W/ HARDY PANEL TYP SCALE: 1/4" = 1'-0" 4 - PROVIDE STEP TO GRADE E4ST ELEVATION SOUTH ELEVATION SCALE: 1/4" = 1'-0" 1-1/4' EXPOSED BEVEL CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. RE . WED FOR • Imp C❑RRECTI❑NS w A PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET A5 INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: IX3' T 4 G CEDAR TYPICAL / "HA Y SMOOTH d C � r�7.. .. 1112. yp L 48' O.G. Ty A of O\' �C�� \a\ ro L APPROX. GRADE II E COMPLIANCE APPROVED MAY 132015 City of Tukwila BUILDING DIVISION CONTRACTOR. SCALE: 1/4" = 1'-0"RECEIVED CITY OF TUKWILA NOV 06 2014 PERMIT CENTER PREPARED FOR: * V) (I) W C 0) L,J c ^) VI 0 4t— O O W X 0Li- 2 w zw on �w 11 > o-te .°A r2) Or) (:?, iE BY: A.H. DATE: 11/6/14 CHECKED: B.T. SHEET NO. JOB NO. J 46' -0' IS'-0' 16'-0' SRC R312.2.1 FOR ANY WINDOW THAT HAS AN OPENING OF 12' OR MORE ABOVE FINISHED GRADE, 24' OR HIGHER ABOVE THE FINISHED FLOOR OF THE ROOM THE OPENING IS LOCATED IN, THE GLAZING SHALL BE FIXED OR HAVE AN OPENING LESS THAN 4' ENERGY I. R4013 CERTIFICATE. A PERMCERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST TI-IE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U-FACTORS FOR FENESTRATION AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. 2. R402.4,12 TESTING. THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 02 INCHES WA. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICAL, TESTING SHALL BE SIGNED BY TI-IE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. 3. R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE TI-IE PRIMARY HEATING SYSTEM 15 A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. SPECIFICS AND EXCEPTIONS SEE 2012 SEC •4. SEC TABLE 4062 - MEDIUM DWELLING UNITS ARE REQUIRED TO DEVELOP 1.5 ENERGY CREDITS. SPECIFY THE PROPOSED ENERGY OPTION CREDITS ON THE PLANS. ENERGY CREDIT: 5b EFFICENT WATER HEATING 5b (1.5pt) TOTAL = (I.5pt) PROPOSED FOR DESIGN 34'-0' I8'-0' 16'-0' 12'-10' 5'-2' 6'-5' (3) 3020 FIX 8'-0' 5040 XO EGRESS 4040 XO 14' x 16' 60'x32' T/S 2020 KYL IGH XX 12' x 12' (2) 2468 LINEN MASTER 154TI-I OPEN TO BELOW CARPET ���ppKYle (3) 3020 FIX 2'-0' Ill-8' 22'-0' UPPER FLOOR PLAN 2040 SKYLIGHT 36' x 12' WALK IN SHOWER 10'-4' (3) 3020 FIX BUILD BUILD - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.G. - WINDOW HEADERS AT S'-0" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C.(2X6 e PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL` IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) NG LINE BELOW NG LINE BELOW SCALE : 1/4" = 1' -0" 1 J BUILDING LINE BELOW v 9'-0' LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 3/4' BELOW T-IE TOP OF THE THRESHOLD PROVIDED FCR THE DOOR, OTHER THAN EXTERIOR STCRM OR SCREEN DOORS, DO NO - SWING DOOR CvER THE LANDING. IRC R311.43 AS FIREPLACE 4'-0' AREA SUMMARY MAIN FLOOR: UPPER FLOOR: 1114 1436 TOTAL: GARAGE: 2550 190 8060 XOX FAMILY RM 18' x 15' FOYER II' x 14' 5030 TRANSOM ABOVE. CVD RORC1-1 4' CONC x 6 POST WRAP POST W/ HARDY PANEL 12'-0' 8060 XDX 15' X 10' 4' X 8' ISLAND KITCW-IEN 13'-4' ANGE(VTO) 2' 8' UT I L I T (VTO) 15'x10' 20 MIN. RATED DR 2'-9' 2'-1' 3 - C4R GARAGE LESS THAN 1/2' GWB ON THE GARAGE SIDE. THE RESIDENCE AND ATTIC AREA WITH NO -THE GARAGE SHALL BE SEPARATED FROM LAYER 1/2' GWB. COLUMNS, BEAMS AND WALLS WITH ONE CEILING ASSEMBLY, CLAD ALL SUPPORT - =1:11HtRk I HE5EP-ARATTOwTIv A-FLcOR- CEILINGS COMMON WITH HABITABLE AREAS -PROVIDE ONE LAYER 545' GWB TYPE 'X' AT 16050 O.N.D. BLDG LINE ABOVE 46'-0' MAIN FLOO PLAN PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 8'-0" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" 0.C.(2X6 PLUMBING WALL PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS A - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY B ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, S WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SU 12'-0' PATIO 4' GONG GAS FIREPLACE LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1 3/4' BELOW THE TOP OF THE THRESHOLD PROVIDED FOR THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS, DO NOT SWING DOOR OVER THE LANDING#. IRC R311.43 4x4 P.T. POST W/WOOD WRAP TYP PLATFORM 18' AF STRAP TO WALL PER UPC 510.5 4' BOL AR 36' X 48' LANDING PROVIDE PRESSURE RELI: VALVE TO EXTERIOR AND INSTALL APPROVED 80100 O.H.D. 12'-0' CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 5 A 1i:V��T1.'PIb.& 2'-0' s R� I NIA I '' & ' • � ��� i�A�"1`I � ifi, 61. � ANl/" 1,2IF off. vzt- • a 0ro oe e g o o 0( >t.(`uv 0 r REVtWED FOR CODE COMPLIANCE APPROVED MAY 132015 City of Tukwila BUILDING DIVISION AN I-IOWN ESS RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER bO3S2 w 1- ld PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: (4.5 iE Dimmil Immil gina •0) c W g 0 Emma 0 W4— O COM Flail OMEN -0 to I 00� I I LOU) N N W X 0 4- x a 'BY: B.T. DATE: 10/24/14 CHECKED: B.T. SHEET NO. A4 JOB NO. 14-98AE l COMPOSITION ROOFING 15* FELT PAPER ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT ALTERNATE BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS a 16' O.C. - TYP. R-21 INSULATION TYVEK WRAP - TYP SIDING PER ELEVATION 34' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R-30 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL 4' N CONT. TIGHTLINE TO STORM SEWER z E R-49 INSULATION m REBAR PER DETAIL 6 MIL. VAP. BARRIER WALL SECTION AT WOUSE COMPLY PL SUB FL.. NOTE: 7/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1-11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) N.T.S. TOP PLATE 2 x 6 STUDS a 16' o.c. W/ R-21 INSUL. TYP. SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' PLY SHEATHING. SUB FLOOR STOP PLATE 5/4' x 10 BAND BD. 4' 4 CONT. TIGHTLINE TO STORM SEWER 111=1 I 1 111=111- CONC. FTC. A5 - PUJDR VINYL SECTION A COMPOSITION ROOFING ON 15 *FELT UNDERLAYMENT ON 1/16' PLY OR OSB SHEATHNG TYPICAL. MFR. TRUSSES PER PLAN ' 24' O.C. PER MFG. SPECS. TYP. 12 'ttitttttt♦ tttttttttl ' Itttttttt`ttt ♦tttttt 6 LOFT CARPET 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. (---- FLOOR JOIST AS PER PLAN X X X T 4 G PLYWD GLUED 4 NAILED TYP. FLOOR JOIST' AS PER PLAN IS' MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. UJ.LC. CARPET DINING CARPET 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. FLOOR JOIST AS PER PLAN VINYL TYPICAL IRCX CaSTRICTIO4 - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 7/16" SHEATHING - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R-49 INSULATION - 1/2" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50%-80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R806.3 SCALE ; 14U_ 11_/7111 R-49 INSULATION CONT. METAL GUTTER ON 5/4' x 8' FACIA BD. TYP. 410 -2 x 6 STUDS 9 16'o.c. W/ R-21 INSUL. TYP. 0 R 30 INSULATION TYPICAL WALL CCNSITRZTICN'TYPICAL C ST ICTIQNI - SIDING AND/OR VENEER PER ELEVATION - 7/16" PLY OR OSB SHTG.( U.N.0 ) - TYVEK BUILDING Y/RAP OR EQ. - 2X6 STUDS © 16' 0.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED & NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS © 16' 0.C., INTERIOR PARTITIONS (2X6 ® PLUMBING WALLS) NON -BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING - FINISHED FLOOR PER PLANS - 3/4" T&G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS INSULATION HEADER TYPICAL R-10 (1) 4. DBL TOP PLATE 3. HEADER PER PLAN ( ) 2. R-10 INSULATION REQUIRED WITH 3X HEADER 1. STUD WALL PER PLAN (4) CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER �AQE (2) MIN. 1-IEADROOM 1 1/4' IDIA. MIN. HANDRAIL X c0 z t z N 0 } 0 m 10' MIN. TREAD f HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT R3I1.1.8, R3I1.83 BALUSTERS TO CONFORM TO IRC. SEC. R312, TABLE 301.5 NOSING 11/4' MAX 2X4 THRUST BLOCK STAIR DETAIL N.T.S. BELOW STAIR INSTALL 1/2' GWB CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING o MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED ADDITIONAL STAIR NOTE PLEASE REFER TO SHEET Al RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER IS A L IGIT I G SECT 1 ON P;p. zs,,c;s UE,;cf��S,,�,� V1U..�� r C IECC/UJSEC R404) ALL LIGHTING o A MINIMUM OF -i5ro OF PERMANENTLY IN LIGHT FIXTURES SHALL BE HIGH-EFFICA I,F c. \i � 1�t� a �� �` i",`- eZ N ,4L�Btp�\.�A �kS,,��iN,�: . `.47 9`'�P. Awk '',00',."` : LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMA TO A RESIDENTIAL BUILDING OR TO OTHER BUILDING ON SHALL BE HIGH EFFICACY LUMINAIRES m �s,ti �'a t� gN,,T!_ - tbl T1£ �`c, t "� ° kAi e.4,fG!TF \_ cc \- \,-ae. SMOKED T CTO N � �'.r'., ` �11mV Sp _ . _'l INSTALL SMOKE DETECTORS PER CODE, 110V/9V INTERCONNECTED II0v OCM CARBON MONOXIDE ALARM NEUJ CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, SEE SECTION R315 VENTILATION SCHEDULE MINIMUM SOURCE SPECFIC VENTILATION CAPACITY REQ. TABLE M1501.4 SYMBOL 90 100 CFM INTERMITTENT OR KITCHENS 25 CFM CONTINUOUS f 1 BATHROOMS, TOILET ROOMS MECHANICAL EXHAUST CAPA 1.7Y AND LAUNDRY/UTILITY ROOM OF 50 CFM INTERMITTENT OR 0 CFM CONTINUOUS • 2 4-3 L WHOLE HOUSE FAN 320 CFM e 60 MIN EVERY FOUR HOURS PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. w Q A J PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. EVIEWED FOR )E COMPLIANCE APPROVED MAY 132015 ity of Tukwila DING DIVISION PREPARED BY: CD to I I In v- I I M K) 111 N N Z 0 6+- a w w Q� 654o 0> Egt c„. 2, RI o- W 0. fe;Y: B.T. DATE: 10/24/14 CHECKED: B.T. SHEET NO. JOB NO. GENERAL NOTES BUILDING copy 2012 IBC EDITION OF THE INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF WIND LOAD = 110 MPH WIND SPEED, EXPOSURE "B SOIL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - TRUSS DESIGN FOR ROOF FRAMING - 1-1VAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SITE UJORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT EXTERIOR FOOTINGS SHALL BEAR 10" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3'x3'xl/4' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/S' DIAMETER AT 6'-0" O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL. CONCRETE MINIMUM CONCRETE COMPRESSIVE STRENGTH (f'c) AT 25 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- Ira (FOR WEATHERING) WITH 5-I/2 MIX SACK CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCE ING STEEL TO COMPLY WITH ASTM A&15 GRADE 40. LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6:, OR LARGER HF 442 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM DF-L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF-L *2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X &X OR LARGER STUDS HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi 2X4 2X& OR LARGER POSTS I -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF 4'2 - Fb=915 psi, Fv=I50 psi, Fc=1300 psi, E=1300000psi DF-L 02 - Fb=150 psi, Fv=110 psi, Fc=100 psi, E=1300000psi 4X4 4x& OR LARGER &Xro OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 1ro5 PSI, Fc = 6 50 PSI (PERPENDICULAR), E = 1,000,000 PSI. ENGINEERED UJOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. PARALLAM (PSL) BEAMS SHALL HAVE THE MINIMUM POOPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSI. MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM POOPERTIES: Fb = 2,6 00 PSI, Fv = 205 PSI, Fc = -150 PSI (PERPENDICULAR), E = 1,900,000 PSI. CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/400, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED LUOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED WASHINGTON STATE PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. MANUFACTURER -DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED. ROOF/WALL SHEATHING TYPICAL WALL SHEATHING SHALL BE 1/16' AND ROOF SHEATHING SHALL BE 1/16' UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sol a 5" O.C. a PANEL EDGES AND 12" O.C. IN FIELD. U.N.O. ON SNEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4' T4G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM OR 6d RING SHANK AT 6' O.C. o PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. (6) (2) (5) SHEAR WALL SCHEDULE WALL MARK SHEATING TYPE SIDES SHEAR PANEL EDGE NAILING FIELD NAILING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE HOEDOWN TYPES I-6 1/16" ONE Sd o 6" O.C. 12" 0,C. 2X 16c1 NAILS 0 12' O.C. 5/8"a 0 60" O.C. 2X PER PLAN -1-4 1/16" ONE Sd 0 4" O.C. 12" O.C. 2-2X 16d NAILS 0 4' O.C. 5/8"a 0 42' O.C. 2X PER PLAN 1100' 1/16" ONE Sc 0 3" O.G. 12" O.G. 2-2X 3' O.G. 16d NAILS 5/8"a 0 24' 0.C. 2X PER PLAT• I. FRAMING SHALL BE HEM -FIR *2 e 16' O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF Sd e 6' O.C. EDGE, 12' O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SI-ALL BE STAGGERED PER IBC TABLE 23063, NOTE (e). 5. ANCHOR BOLT SPACING 15 6'-0' O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12' AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AI1D SPLICES. PROVIDE %4'x3'x3' WASHERS AT ANCHOR BOLTS. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.O.) PER IBC TABLE 2306.3. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131' DIA., 2y' LONG), Sd BOX (0.113' DIA., 2y' LONG), 10d COMMON (0.I48' DIA., 3' LONG), led BOX (0.128' DIA., 3' LONG), 16d COMMON (0.162' DIA., 3y' LONG), I6d SINKER (0.148' DIA., 3Y4' LONG), 5d COOLER (0.086' DIA., 15//' LONG), 6d COOLER (0.092' DIA., I %/' LONG) 1. I Y4' No. 6 DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1. 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'S W/ 10d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2-2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO WALLS WITH 8d EDGE NAILING AT 2' O.C. OR led EDGE NAILING AT 3' OR 2' O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SNEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. II. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (I) FOR THE 5//' DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (1) 54' DIA ANCHOR BOLT) (5) (I) (3) I. UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STRAP ON RIM 9 WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM a WALL TO BEAM 6. LOWER FLOOR WALL PER PLAN (4) W/ DBL STUDS AT STRAP MINIMUM TYPICAL STRAP TIE ; OLDOUJN 0 WALL TO WALL 4 JJALL TO SEAM SCALE: %4'=1' TYPICAL ANC (1) (1) (4) I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECS.(SEE BELOW FOR SIZE PER HOLDOWN) 6. CONCRETE STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT W/ COUPLER NUT 4 ALL THREAD ROD HOLDOWN ANCHOR EMBED. SIMPSON LTT2013 SST15I6 125/s' SIMPSON LTTI31 SST13I6 125/8' SIMPSON HTTI6 SSTBI6 12543' (6) SIMPSON HDU2 SSTBI6 12548' SIMPSON HDUS SSTB20 1654.' SIMPSON HDUS SSTB28 24148' SIMPSON HDQS SST528 241/8' (USE SSTBL ANCHOR BOLT 6 3x PLATE) OR BOLT OLDO,JN SCALE: /4' = I' (2) (5) TYPICAL STRAP TIE HOLDOLLN FOUNDATION I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN SCALE: %4'=I' CLOSET 1] STC28 OF E =LOOK KEY PLAN PI STC28 THDI4RJ FAMILY RIM ENTRY /PI-3' STND IORJ Pl- THDI4RJ NOOK \v/ KITCI4EN 01_ICE J- U UTILITY P1- 3THDIORJ 0 - Z Pl- HDUS 120100 OHD. MAIN FLOOR KEY FLAN 80E0 011D STHDI4 REVIEWED FOR CODE COMPLIANCE APOVED MAY 132015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER w I- EXPIRES 12/28/1 S PREPARED BY: rOh. 0 �N iI N).1- 00t I I N N W>< za o x a W On �.../ W rz4 ix>u) EllOr) moo Q >" CL) o r�1 F-54 W GO�-j a (BY: A.H. DATE: 11/6/14 CHECKED: B.T. SHEET NO. JOB NO. 34'-0' 12'-0' , / / 100 11 I Jr - I 11'-10' 100 I 6'-0' 6'-0' 2'10' 1 � /'�0' I / 4X10 DFL2 TYP I — _ 14' X -1' SCREENED FDN VENTS l9) REQ'D 24 24 �'�T 10 — — 4' GONG. 2'-0' 6'-0' 6'-0' 6'-0' 6'-0' 6'-0' 2'-10' / _ 4X10 DF#2 (' / �— / / 4X10 DF#2 / � 2�4�/ — ® — J 24 24 — — — U 0 24 102 —®— a 24 24 101 1— (n O TYP. � N � r r - O O � x ,� 7'J0 4'-0' 6'-2' / 2'-10' / ``3 cN -0' / 4'-0' / 3'-0' / 3'-0' / 4'-0' / 2'10' / 4X10 DF#2 I I X10 DF# 2�1 L — — J L — — J 4 24 4 24 24 2'-11' 10>' }' I30 30 / S$CRAWLACCESS Q 24' X IS' MIN 104 CU /� C�WL SpI 4CE 103 36' X 48' LANDING — NV - U' f- o 18" MIN. W/ 6 MIL VAPOR BARRIER TYP. J I CONT. FTG. E 2 10' 24 4 -2' 4'-' 2 -0' J N I e 1 1 / 4X10 DF#2 / r J T 214 24 24 100 21'-4' SIM � 1 / 101 / 100 L 1 SIM L—_J 42 12-3' SL4 ON SL48 ON CR4DE / 61 _ 104 4' CONC. SLAB ON 4' COMP. FILL TYP. 24" x 24" x 10" 4' CONC. 4' COMP. SLOPE 3/16' / FT TOUJARD SLAB ON FILL TYP. DOORS CONC. PIER W/ P.T. 6 x 6 POST 4'-0' 24 103 / L J Q CONT. FOOTING 1 5: CONT. FOOTING [— L 2'-10�' _ 16'-3' _ 2'-101' J 103 � 3 / 12'-0' , 103 22'-0' / 103 S'-3' 1-1011' , 34'-0' / / ' 12'-0' / 46'-0' FOOT IN I I I I NOTE: USE MIN. „ WIDE POST BELOW BEAM SPLICES SC,4-IE UL E USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. X POST BELOW X SEAMS U.N.O. H18 P.T. POST ON 18' DIA. X S' THICK CONC. FOOTING W/ (2) - #4 BARS EACH WAY H24 P.T. POST ON 24' DIA. X 12' THICK CONC. FOOTING W/ (2) - #4 AS EACH WAY 30 P.T. POST ON 30' X 30' X 12' THICK CONC. FOOTING W/ 3- a 5 BARS EACH WAY 36 P.T. POST ON 36" X 3 " X 12' THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 42 P.T. POST ON 42' X 42" X 12' THICK CONC. FOOTING W/ 4- # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL SEARING CAPACITY FOUN 4T I ON VNT I L 4T I ON USE 14' x 7' SCREENED FN. VENTS CU VENT = .52 SQ. FT. NET FREE VENT AREA FDN3.OAO1EA = NET VENT AREA REQ'D (N.V.A.) N.V.A. = QT. OF VENTS REQUIRED .52 111-1 -1_ VENTS REQ'D _ 300 3.7 .52 (S ) VENTS REQUIRED JOIST AT STUD WALL SCALE: N.T.S. 7. SOLID CONTINUOUS RIM SHEATHING AND NAILING PER SHEARWALL SCHEDULE BASE PLATE NAILING PER SHEARWALL SCHEDULE SHEAR PANEL EDGE NAILING 16d ® 6" O.C. DBL TOP PLATE PLYWOOD WEB FLOOR JOISTS PER PLAN, SECURE INTO PLATE W/ (2) 10d NAILS 8. FLOOR SHEATHING NOTE: SIMPSON LTP4 © 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD 1. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. I -JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS © 6" o.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE W/ (2) 10d NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE JOIST PARALLEL TO SHEAR WALL SCALE: N.T.S. 1. BEAM PER PLAN 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON EXTERIOR FACE 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6)-16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. PLYWOOD OR OSB FILLER AS NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS @I 12" O.C. (STAGGERED) 6. RIMBOARD, GABLE FRAMING, OR BLOCKING BUILT UP POST AT BEAM SCALE: N.T.S. 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. I -JOIST BLOCKING © FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS FLOOR JOIST AT BEAM SCALE: N.T.S. JOIST AT STUD WALL SCALE: N.T.S. 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 5. DBL TOP PLATE AS OCCURS SHEAR PANEL EDGE NAILING 16d TOE NAIL 15 6" O.0 I -JOIST BLOCKING AT PANEL EDGES, SECURE INTO PLATE W/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING 9. I -JOIST PER PLAN NOTE: SIMPSON LTP4 © 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD 3. SIMPSON BC TYPE POST CAP U.N.O. ON PLAN 4. WOOD COLUMN PER PLAN 5, SIMPSON ACE TYPE POST CAP U.N.O. ON PLAN WOOD BEAM TO WOOD COLUMN SCALE: N.T.S. (1) (3) 1. BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. I -JOIST PER PLAN SECURED TO SILL PLATE W/ (2) 8d NAILS 3. SOLID CONTINUOUS RIM BOARD W/ 8d NAILS TO TOP AND BOTTOM CHORD OF EACH JOIST 4. WEB STIFFENER AND/OR JOIST REINFORCEMENT WHERE (5) REQUIRED BY JOIST MANUF. 5. I -JOIST BLOCKING SECURED TO (6) TOP PLATE W/ 8d NAILS AT 6" O.C. I -JOIST CANTILEVER SCALE: N.T.S. (1) 6. 2x STUD WALL OR BEAM PER PLAN 1. BEAM PER PLAN 2. 2x STUD WALL W/ BUILT UP POST PER PLAN (SAME WIDTH AS BEAM MINIMUM) 3. SIMPSON A35 OR LTP4 BOTH SIDES OF BEAM U.N.O. 4. BEAM SPLICE AS OCCURS 2 07 BEAM AT BEARING WALL SCALE: N.T.S. 201 6X8 DF"2 (4) 2X4 POST 5lib X12 (2 • 2X6 FRAMING STUDS SHALL BE SALOON FRAME AT THIS LOCATION I-LOOR TO ROOF 6X8 DP2 GLIB. 2X12 4 2X6 POST 2X12 1-P2 FLOOR JOIST TW TAYM '4) 2X6 PC CANT LINE 2X12 11F FLOOR ,)OI - 5 I/5 X 16 1/2 ' L 6X8 DF*2 X 12 GLB. IMO TS TYP. 2X12-P2'16 FLOOR JOI'•TS MIND 51/8X15GLIB. (73 POST X 12 GLB. UPPER FLOOR FRAMING PLAN XS DP2 Y.ki's,lxfx .y xnx; LL 3 m X X 207 SIMPSON MST31 STRAP BM INTO WALL HORIZONTAL X6 POST SIMPSo MST3.l HORIZONTAL%, STRAP BM INT' ; WALC-. SEE RO F"77AM N1/4::N IT REVIEWED FOFt CODE COMPLIANCE APPROVED ALL DOOR/WINDOW HEADERS TO BE 6X8 DF#2 AT 2X6 BEARING WALLS , U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 Q PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1'-0" MAY 1 3 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER PREPARED BY: EXPIRES 12/28A 11/6/14 CHECKED: B.T. SHEET NO. JOB NO. 40-9f3AE (5) 1, TRUSS PER PLAN 2. SIMPSON H1 OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING © 24" W/ 3-10d PER BLOCK TOENAIL INTO PLATE 7. SHEAR PANEL EDGE NAILING 8. SHEATHING AND NAILING PER SHEARWALL SCHEDULE TRUSS AT STUD WALL SCALE: N.T.S. (1) (4) (6) 12'-0" MAX TRUSS SPAN MONO TRUSS AT WALL SCALE: N.T.S. (6) I '-m' MAX TRUSS SPAN UJ/ LEDGER 1. TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2) 16d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ (2) Y"x4" LAG SCREWS PER STUD 5. 2x STUD WALL PER PLAN (STUDS © 16" O.C.) 6. SIMPSON A35 FRAMING ANGLE AT EACH TRUSS 1 TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER. USE FACE MOUNT HANGER TO RIM PER TRUSS MANUF. FOR SPANS GREATER THAN 16FT 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2)16d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ 2 ROWS OF 16d NAILS STAGGERED @ 6" O.C. (EACH ROW) 5. BEAM PER PLAN 6. SIMPSON A35 FRAMING ANGLE AT EACH TRUSS MONO TRUSS TO WALL AT RIM SCALE: N.T.S. CONSTRUCTION NOTE: * REFER TO "S" SHEETS * CONTRACTOR TO VERIFY PRIOR TO COMMENCING * NO FIELD ALTERATIONS (3) (4) (5) (6) 1 • EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12" OR LESS FROM EXTERIOR WALL © 48" O.C. (MORE THAN 12" FROM EXTERIOR WALL ® 24" O.C.) 4• EDGE NAILS PER SHEAR WALL SCHEDULE 5. 2-10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER (9) EXTENDING MORE THAN 12" FROM EXTERIOR WALL USE A34 MIN.) 6, GABLE END TRUSS - (4) SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 7. 2X6 CONTINUOUS W/ 10d NAILS ® 8" O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. 10d Q 6" O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER GABLE END TRUSS SCALE: N.T.S. 1 301 6X8 DF"2 302 MONO Ti USSS a 2 4 II O.C. 'X ' P.T. POST — GABLE END TRUSS GABLE END TRUSS s MONO GABLE END TRUSS 6XS DP2 MONO TRUSS 5/I2 COMMON —USS S MONO DF*2 y 2411 O.C. STUB T'USSS ' 24" O.C. ABLE END TRUSS L 5/I2 2X8 RAFTER a 24' O.C. ROOF F4MING PLAN 301 6X8 DF"2 S' Ic '24"O.C. 302 303 31 N COMMON TU II - ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT BEARING WALLS, U.N.O. - SHADED AREAS INDICATE OVERFRAMING, 2X6 © 24" O.C., U.N.O. - BEARING WALLS ARE INDICATED AS SHADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS - ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS - IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) FOR WH{CH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1 /4" = SS T i I 1. +' \ fiWED FOR OODE CQMPLIANCE APPROVED MAY 1 3 2015 Cityof Tukwlta i BU1LDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 6 2014 PERMIT CENTER PREPARED BY: C❑RRECTI❑NS w 1- Q v m m 0 lz J r i on Hi l 1 vi 0 Oo w o l ^ o a flci2 W a BY: A.H. 1 D ATE: 11/6/14 CHECKED: J.K. SHEET NO. S4 4 JOB NO. 14-98AE J