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HomeMy WebLinkAboutPermit D14-0297 - GEM CONSTRUCTION - NEW SINGLE FAMILY RESIDENCEGEM CONSTRUCTION 14066 33 AVE S D14-0297 Parcel No: Address: Project Name: 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 1523049318 14066 33RD AVE S GEM CONSTRUCTION COMBOSFR PERMIT Permit Number: D14-0297 Issue Date: 6/24/2015 Permit Expires On: 12/21/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: ORCAS HOMES LLC 813 THOMAS AVE SW , RENTON, WA, 98057 BEN TRAN 33505 13th PI S, SUITE D, FEDERAL WAY, WA, 98003 Phone: (253) 583-4414 GEM CONSTRUCTION INC Phone: (253) 447-4091 21501 CONNELLS PRAIRIE RD E , BUCKLEY, WA, 98321 GEMCOI*005MC Expiration Date: 6/25/2016 GEM CONSTRUCTION INC Address: 21501 CONNELLS PRAIRIE RD E , BUCKLEY, WA, 98321 DESCRIPTION OF WORK: CONSTRUCTION OF A 2051 SQ FT SINGLE FAMILY RESIDENCE WITH A 494 SQ FT ATTACHED GARAGE AND 102 SQ FT COVERED DECK (LOT 3 OF LANDFAIR SHORT PLAT L12-018). PUBLIC WORKS ACTIVITIES INCLUDE DRIVEWAY, EROSION CONTROL, STORM DRAINAGE (DRWY GRAVEL STRIP, INFILTRATION TRENCH AND 25 FT LONG DISPERSION TRENCH), STREET USE. PROJECT ON WD #125 WATER AND VALLEY VIEW SEWER. Project Valuation: $277,948.52 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Fees Collected: $9,299.06 Occupancy per IBC: R-3 Water District: Sewer District: 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: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: (,),QL Date: �-c d-" r 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: 4 C"}2�(A'l YY\ Date:(4//� 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: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 5: 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) 6: 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) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 8: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 9: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 10: ***PUBLIC WORKS PERMIT CONDITIONS*** 11: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 12: 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. 13: 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. 14: 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. 15: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 16: 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. 17: 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. 18: 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. 19: Any material spilled onto any street shall be cleaned up immediately. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 21: 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. 22: 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. 23: 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. 24: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place. 25: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 26: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 27: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 28: 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'. 29: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 30: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: As part of the landscaping inspection, the two replacement trees that were planted as part of the short plat approval must be in good heath. 33: ***BUILDING PERMIT CONDITIONS*** 34: 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. 35: 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. 36: 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. 37: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 38: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 39: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: All wood to remain in placed concrete shall be treated wood. 41: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 42: 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. 43: 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. 44: 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. 45: 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). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: 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. 48: 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. 49: ***MECHANICAL PERMIT CONDITIONS*** 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 51: 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. 52: Manufacturers installation instructions shall be available on the job site at the time of inspection. 53: 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. 54: 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. 55: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 56: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 57: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 58: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 59: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 60: 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. 61: 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. 62: 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. 63: 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. 64: 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. 65: 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. 66: 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. 67: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 68: 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 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 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 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 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://wvirw.TukwilaWA.gov Combination Permit No. O'0)7 Project No.: Date Application Accepted: Date Application Expires: 3 t2—[ (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 King Co Assessor's Tax No.: 1523049318 Site Address: 14066 33rd Ave S. Tukwila, WA PROPERTY OWNER Name: Matt Grimm Address: 21501 Connells Prairie Rd. E City: Buckley State: WA Zip: 98321 CONTACT PERSON — person receiving all project communication Name: Ben Tran Address: 35109 Pacific Highway S. City: Federal Way State: WA Zip: 98003 Phone: (253) 583-4414 Fax: (253) 944-1972 Email: btran@residentialgrp.com GENERAL CONTRACTOR INFORMATION Company Name: Gem Construction, Inc. Address: 21501 Connells Prairie Rd. E City: Buckley State: WA Zip: 98321 Phone: (206) 931-7274 Fax: (253) 447-4598 Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Residential Group, LLC. Architect Name: Ben Tran Address: 35109 Pacific Highway S. City: Federal Way State: WA Zip: 98003 Phone: (253) 583-4414 Fax: (253) 944-1972 Email: btran@residentialgrp.com ENGINEER OF RECORD Company Name: Residential Group, LLC. Engineer Name: Ben Tran Address: 35109 Pacific Highway S. City: Federal Way State: WA Zip: 98003 Phone: (253) 583-4414 Fax: (253) 944-1972 Email: btran@residentialgrp.com LENDER/BOND ISSUED (required for projects S5,000 or greater peer(Q�RCW 19.27.095) 1'a� Name: ClemCoyiskouittoyi Address: 21 "I 0 1 Con % ?roil, it City: k ea State: wk Zip: q g 3 1 H:\Applications\Forms-Applications On Line1201 ] Applications\Combination Permit Application Revised 8-9-I I.docs Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 270,000.00 Scope of work (please provide detailed information): New construction for single family residence. DETAILED BUILDING INFORAATION — PROJECT FLOOR AREAS Basement PROPOSE% SQUARE FOOTAGE 1 S1 floor 824 2nd floor 1,227 Garage m carport ❑ 494 Deck — covered ® uncovered El 102 Total square footage 2,647 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 at 206-575-4407. EQ C7IPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 10,000.00 1 furnace <100k btu thermostat emergency generator fuel type: ❑ electric m gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 10,000.00 3 1 3 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) 1 water heater (gas) 0 bidet floor drain sink 0 lawn sprinkler system 0 1 1 0 0 clothes washer shower water closet 0 gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 NAM W© S P �1VIi 1 T FOR At o Scope of work (please provide detailed information): New construction for single family residence Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila m ...Water District #125 0 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline VI ...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 County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding ❑ ...Frontage Improvements 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Imgation ❑ ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public ❑ - or - Private 0 Domestic Water 0 ...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone. Mailing Address: City Slate Zip H:\Applications\Forns-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 IT:APPLICATION NOT + S = ,AP LICABLE TO ALL PERMITS IN T:MSAPPOO TION 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.ER OR A Signature: Print Name: B Mailing Address: _LA IZ 1 GENT: 35109 Pacific Highway S. Date: 09/03/2014 Day Telephone: (253) 583-4414 Federal Way WA 98003 City State Zip H:\Applications\Form-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME -� PERMIT # 0 /'( -? r 7 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 Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 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) $250 (1) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. (4) CORRECTION LTR# 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 1s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for is.' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (5) (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. RECEIVED CITY OF TUKWILA alq 7 MAR. 0 9 2015 Approved 09ed 1 PERMIT CENTER Last Revised 12/17/14 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $7,404.89 D14-0297 Address: 14066 33RD AVE S Apn: 1523049318 $7,404.89 DEVELOPMENT $3,086.90 PERMIT FEE R000.322.100.00.00 0.00 $3,016.10 PLAN CHECK FEE R000.345.830.00.00 0.00 $66.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,353.88 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $45.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $45.00 TECHNOLOGY FEE $175.11 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R5603 R000.322.900.04.00 0.00 $175.11 $7,404.89 Date Paid: Wednesday, June 24, 2015 Paid By: GEM CONSTRUCTION INC Pay Method: CHECK 6839 Printed: Wednesday, June 24, 2015 12:38 PM 1 of 1 rSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,894.17 D14-0297 Address: Apn: $1,894.17 DEVELOPMENT $1,894.17 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3064 R000.345.830.00.00 0.00 $1,894.17 $1,894.17 Date Paid: Friday, September 12, 2014 Paid By: GEM CONSTRUCTION INC Pay Method: CHECK 6612 Printed: Wednesday, September 17, 2014 3:11 1 of 1 AM CRWYSTEMS CITY FORM NO 1 1912 ADOPTED BY DIVISION OF MUNICIPAL CORPORATIONS. Received *ILA CITY OF TUKWILA TREASURER'S RECEIPT NE Date20 SP b 11)"."-'lA 47869 (pl � CJ4 2 1908 � li� -d M, V,, .0CiNet t- 4 6 & \ of Dollars, FOR 3Q/14 kI BY \k)JJ'1IL—DEPT:\-)C-Ic)r TOTAL 19 iG/A. 17 Ifbr\.-- _W_ OLYMPIC PRINTERS, INC. WHITE - Finance Dept. CANARY - Customer PINK - File INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P%`O2q7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro Type of/Inspectior,�c_r r C Address: - 1 L166 3yv( Ave --a Date Call S e ial Instructio s: Date Wanted(:: / a.m. Requester: Phone No: �( Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 1 Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt 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: &A Cowi Type of In ection: r .13fc 7 / (v (l Address: I lib 6 33 1 Date Call Special Instructions: AA ehl Date Wanted: S , �� a.m. p.m. RequAAe3AAter: `/ Phone No: Approved per applicable codes.Corrections required prior to approval. COMMENTS: f(:e4r1,v / k - 0 rra V id6 7 l 1�-( Lq % f r 15/ qrro%r / 90 r (a/PA( r' 9 frtifp 4/1"k/g( cqt ( iv rye ?,,,S e,c;t7 a,1 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 D p/ Q2517 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: , Cb v�r f Type of Inspection: Pituft 1 k-c 1 A dress: '(y 6 O 3 3' 4VJ 6, Date Called: Special Instructions: pm I' Date Wandy tg /I�P.m. a.m. p. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. OMMENTS: Inspector: /C 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) 431-2451 D(N-uz9-71 Project: Type of Inspection:}7,-�, 4-'44S7 /T��i,y4eA. Fin' } I Address: I410 1,/, -2.,-314, A1jP : Date Called: - 1 M04 &/ ._ 7g, •Zb i(,e Special Instructions: Date Wanted: i a.m. p.m. Requester: �/++ 114P -/ lam/ r 'Pi / i Phone No: QApproved per applicable codes. tl Corrections required prior to approval. COMMENTS: -tre kill 14g. f kairi/d ' , i 1,/ic k biArd -4 ,A h (l h lri d v l 1/o lit Lv )/ 40, ipreml tifi..,,,t` -1-roj 5 ful..€ t%t. a14-4-2, /% vf d • Atvt . ,i U1. fre..e 1..t G 01 n'c �9/ )_Qt i ti , 'r (�► oil ki '�' i ref 4';I.Qx_ ff; +kg Ji 7 . Inspector: �'" • �r• REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. DatLik /2-0 14 re INSPECTION RECORD Retain a copy with permit p f it-02V 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: 6P_If t, c6 /- 4)Sr-l` Type of Inspection: c bi d y F%t4 / Ad ss: 1Ltc� 4_ 3 3 4 cI Q_-- Jo . Date Call Special Instructions: �� Date Wanted: G f —�,6 a.m. p.m. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Na bo d kr.v.e.„ "" a ac c e r y Cat(( ' v ris w Inspector: Date: 4 _ ll 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal[ to schedule reinspection. rINSPECTION RECORD Retain a copy with permit I OR N NO. PERMIT NO. Pig-02/ 7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ec 7/gm isna c,� 63 1 J Type of Inspection:..(Iw &an"ire Address: 1Lfb6• 33" ii-de,.$ o. Date Called: Special Instructions: tom Date Wanted: j[ Icy a.m. p.m. Requester: Phone No: Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: Inspector: )(-e Date:3 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rpmINSPECTION RECORD Retain a copy with permit Pr 6 747 INTION 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 rc Project: 6 �- (61,4 f Type„o�f IIn�specction: c `' i'lc.`-� 1. r (vciI Add ess/: ! 0`os lO 3' 1 "`� 5v, Date Called: Special Instructions: pni Dat Waannteed: 3 -' 1 -1 I ,6 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. SP ON IN NO. 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 Project: Type f Inspe ion: frwt Address: 1tic 6L 33r'kJe-I6^ Date Called: Special Instructions: �� Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: pCorrections required prior to approval. - �t I k ofi ore er-o (i ( o(� (-FWT- C'c?( � v-e�rv�s�ec-)1-(a�, Inspector: Date: 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD J/Lf off` 71 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,...)Type of ins ectio v Address: ADate /4/ 066 33,1h'e s Called: j Special Instructions: ��}�` L/'�L�me Date Wanted:/ a.m. P.m Requester' �'b .3/ '727 Approved per applicable codes. Corrections required prior to approval. COMMENTS: re, 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 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 7 Project: �lyS Type of specti%n: a /L Address: tL/Q46 , /liAZS Date ailed: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 01"/"-W Cix Inspector: 61;14#04- 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 C 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 Project: �4�%,//1.i 0/14/ Type of Inspection. / a.___/.--- 1 /rf i�/ S Cad Address. to Called: L "' 3,34-9/ Ja-- Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: � o71.,,,0„/ Date g REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Catt to schedule reinspection. (7( 19 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 DKl-c,)21-7 ProjectCSWiq il-'d- Type of lvspectiok , x Ad �r)�ess: 066 73 / Dulled: V Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: inspector: 4-1-L it/tm REINSPECTION FEE REQUIRED. Prior to next inspection. fe'e must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.N/ INSPECTION RECORD Retain a copy with permit 1110:11INSPEON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec ,/ Type of ectioni i_a Address: 1 f� 3 `f � l 4 Date C I� led: Special Instructions: Date Wanted: �/ 7 7 p.m. Requester: Phone No: III4roved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: C A— 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�J��tjoi.r 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, /, � / 6` CD'ii, ,-ice �t t) -5V Type of Inspect iol� / ! i4fr1Q_ Address: ` Iii(V-C 3 Sri' Ave 5 Date Called: /-�r'�"j C Special Instructions: Date Wanted: a.rn. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: of �Z `►j--ram aver- ,s Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, f€e must be paid at 6300 Southcenter Blvd., Suite 100. Catl to scheduLe reinspection. INSPECTION RECORD Retain a copy with permit INTION NO D('/-01 7 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: &et/tG--5f Ty e.,of I spection: L)((st Jzia (`� i 6ek' C 33"( A liaa I Date alfed: Special Instructions: �^ fill DateWanted: ( —(J a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: w l/t5 o-F- c•tar'(S fiethl tAdVre- Inspector: Date /� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. rI1111INSPECTION RECORD Retain a copy with permit b(L/ 0217 ON 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 Projec t �� Gd Type .0f lnsp cti �'� Fii A f L4 L 33v A -Ye_ fo , Date Callee d: Special Instructions: i Date Wanted: �' "" ' V'� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. O'MMENTS: Inspector Date: �(r �� l REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. frC ramINSPECTION RECORD Retain a copy with permit PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 7 (206) 431-3670 Project: (e1411- Coit JJFIt Type of Inspection Ca r- S R1/4h Address: (L(o34 33" l%-J�Io, Date Called: Special Instructions: Pm Date WantSd: a- 1 'V a.m. p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. C • M M ENTS: Inspector: Date ( 45 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ______ Retain a copy with permit INSPECTION RECORD TION NO. PERMIT NO. Dly— o17 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Cwl (T Type of Inspection: Amc✓ec-ks UAb Date Called: Address: ,qo c 3Sec1 r1L S Special Instructions: 1 Date Wanted: '-1 1-I a.m. p.m. Requesster,Q` :41 teII Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Cat( @if mc`frt_sre-r--isc gzi Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. 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:/�COType 4. eAvl 1 &i +, of Inspection: 6-riolsv,a (axwk- Address: NO (,,Co3ZRe f Ave- S Date Called: Special Instructions: 441 Date Wanted: 5' 1/-/5' a.m. p.m. Requester: tf ,l4ct Phone No: Approved per applicable codes. El Corrections required prior to approval. 'COMMENTS: 1vVl0% G -(-1fofIr--b k Vror % C $t I f Inspector: ePe - Date s ( I LS- 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 Projes�,Cl'`- ( e (V5 ! Type of Inspection: (1 Addr ss: rLa 66. 33 tiVe-.C). Date Called: Special Instructions: �/� Date Wanted: 7 f Lf_ (j a.m. p.m. Requester. PhoneF.o: Approved per applicable codes. Q 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. INSPECTION RECORD Retain a copy with permit IN ON 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 Pro&et4ct: CS) G`�� Type � lnspe io ‘®tA �` ( AI 1466 . Wet 4ve o F Date Called: Special Instructions: 4,q "'� Date W me — 1 �� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OM M ENTS: 4J114 Vitt k 31"1"-akdt I/ Cgz Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd,. Suite 100. Call to schedule reinspection. FOIEINSPECTION 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 Project: Type.of Inspec(ion: ss: o�6 �3 QSo. Date Called Special Instructions: 1144 Date ante�d:d 44 —`-1 —(s' a.m. p.m. Requester: Phone No: Approved per applicable codes. [J Corrections required prior to approval. Inspector: Dates. ` /r 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 /)//— 0e2 7 /c — S ' /74 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 6�� Type of Inspe//c��tion: Asc-4e1-- ivo Address: / G/p 6 6 Suite #: 3 3 peu'S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: lJry J&/- / 3E3 6 P 0 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ib ., f Date: ///3/ j‘ Hrs.: $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 3 INSPECTION NUMBER. INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 PFoject' VeS)de0ce: Type of Inspection: 5 P Address: / (06& Suite #: 3 5 i 2 S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: i )0 l? )AN U Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4 f <J__ Date: /h-b,6 Hrs.: $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 L INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit NL(.---oz9i'7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: e----k- S-,----<-E_ Address: Suite #: / A) 44 33 Aye Contact Person: q Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: SD 7---c -d r (\.._l� - c. 04-a,Ci k kj 'ter- r (v,.,1I Lc , , 0 1 Pia t , - r 1 I e- v Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: S "? Date: / 2J.1r � Hrs.: J. 0 i $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: 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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: /� Suite #: �f, � �i';,� Contact Person: Special Instructions: t Phone No.: Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: C . Date: %/ 3v// S- Hrs.: / . 6 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD ,Retain a copy with permit �► o;9' 7 /$-5- inn PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: c)P d✓k' i 4 L N- 2-d g5-- S Type of Inspection: °- Csov-P/` Address: ) L/p G 6 Suite #: 3 3 Ave S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: of< -t-n Cr, ti-e-r A-'i- O W N-Et C A: e, L... too 41 6,e u hl, u,P /4Li Oro oleo/P4 r,/Jcn 1..JA-4,-Qr it r'fv 1Ju; ) al, w4 Nb P vl % i r AA, Pem , -4 ow S) .k . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: sa-- Date: /)/ 3/ / Hrs.: $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 1-45 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 6x COAAti k Type of Inspection: SP ,,N, \ Address: /6/0 6 c 2.3 Suite #: , S Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t,APit , a L Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ///L �.,‘. __ Date: _ fa?h,4 Hrs.: $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 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Fareei e This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative )tJv 1 ._ i .. All CI mate Zones R-Valued U-Factord Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'e n/a n/a Ceiling 49i 0.026 Wood Frame WaIIg'K'' 21 int 0.056 Mass Wall R-Value' 21/21 n 0.056 Floor 309 0.029 Below Grade Wall" 10/15/21 int + TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date g J I Z I 0 G dE C OPT' Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 01. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf 1'4OZ7 REVERED FOR CODE COMPLIANCE APPROVED MAY 28 2015 City of Tukwila BUILDING DIVISION 1.5 *1200 kwh 0.0 RECEIVED CITY OF TUKWILA SEP 1 2 2014 PERMIT CENTER Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Heating System Type: © All Other Systems Contact Information (2 i Q Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height tnstructions Average Ceiling Height (ft) Glazing and Doors instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp Conditioned Volume a3.Q' 16,408 U-Factor X Area = UA 0.30 76.80 Skylights U-Factor X Area = UA instructions 0.50 Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions No Below Grade Walls in this project. Slab Below Grade (see Figure 1) instructions No Slab Below Grade in this project. Slab on Grade (see Figure v instructions Slab on Grade in this project. Location of Ducts instructions U-Factor X Area = UA 0.026 1 27 a 31.90 U-Factor X Area UA U-Factor X Area UA 0.056 140.22 U-Factor X Area UA 0.029 59.48 U-Factor X Area UA F-Factor X Len . th UA F-Factor X Len • th UA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 8,151 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 22,338 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 24,572 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 34,401 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 46 RECEIVED CITY OF TUKWILA SEP 1 2 2014 PERMIT CENTER 308.41 14,187 Btu / Hour (07/01/13J 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 REVtEVWED FOR CODE COMPLIANCE APPROVED MAY 282015 City of Tukwila BUILDING DIVISION (Job #14-75AE) EXPIRES 12/28/ j G, Prepared For Wind Speed = 110 mph, Exposure: "B" GEM CONSTRUCTION 33rd AVE HOUSE 14066 33rd Ave. S Tukwila, WA February 17, 2014 plti- oin RECEIVED CITY OF TUKWILA MAR 0 9 2015 PERMIT CENTER CORRECTION LTR#� 0?)\41 Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 BASIS OF DESIGN BUILDING CODE: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATION: DESIGN LOADS ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: 2012 Edition of the International Building Code Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. Wind Speed = 110 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. 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 = tile 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* 14-75AE.mcc t Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 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: 2X4 HF#2 2X6 or Larger HF#2 POSTS: 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 BY A 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* 14-75AE.mcc ROOF FRAMING Pam` S : Douglas Fir - Larch (North) No.2 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E: Modulus of Elasticity Ebend- xx Eminbend - xx Density 1300 ksi 470 ksi 31.57 pcf Title Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, 12:16PM Description : 1. Sliding Glass Door Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.045) L(0.075) Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0450, L = 0.0750 , Tributary Width = 1.0 ft flES1.0110MMARY 'Maximum Bending Stress Ratio • Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.100 1 Maximum Shear Stress Ratio 6x8 Section used for this span 87.27psi fv : Actual 875.00psi Fv : Allowable +D+L+H Load Combination 2.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.004 in Ratio = 0.000 in Ratio = 0.007 in Ratio = 0.000 in Ratio = clmum Forces 84 Stresses for.Load Combinations 14186 0 <360 8866 0 <180 0.049 : 1 6x8 8.29 psi 170.00 psi +D+L+H 4.400ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # +D Length = 5.0 ft 1 +D+L+H Length = 5.0 ft 1 +D+0.750Lr+0.750L+H Length = 5.0 ft 1 +D+0.750L+0.750S+H Length = 5.0 ft 1 +0+0.750Lr+0.750L+0.750W+H Length = 5.0 ft 1 +D+0.750L+0.750S+0.750W+11 Length = 5.0 ft 1 +D+0.750Lr+0.750L+0.5250E+H Length = 5.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length = 5.0 ft 1 M V Cd CFN Cr Cm Ct 0.037 0.018 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.100 0.049 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.084 0.041 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow 0.14 32.73 875.00 0.38 87.27 875.00 0.32 73.64 875.00 0.32 73.64 875.00 0.32 73.64 875.00 0.32 73.64 875.00 0.32 73.64 875.00 0.32 73.64 875.00 Vactual fv-design Fv-allow 0.09 3.11 170.00 0.23 8.29 170.00 0.19 7.00 170.00 0.19 7.00 170.00 0.19 7.00 170.00 0.19 7.00 170.00 0.19 7.00 170.00 0.19 7.00 170.00 k ♦ • Load Combination Segment Length Description : 2. Window Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014.12:16PM gRaltrilNC.1983.2011 Bu8d 8.1 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch (North) Fc - Perp Wood Grade : No.2 Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling ................................................................. D(0.03) L(0.05) i 1p he :oatlS Uniform Load D = 0.030, L = 0.050 , Tributary Width = 1.0 ft pEJf N' 1MMARY `Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4.0 ft 0.043 1 6x8 37.24 psi 875.00 psi +D+L+H 2.000ft Span # 1 0.001 in 0.000 in 0.002 in 0.000 in Inmum', aces_ & ,Stresses for Load ,Combinations Max Stress Ratios Span # M V C d C FN 875 psi E : Modulus of Elasticity 875 psi Ebend- xx 1300 ksi 600 psi Eminbend - xx 470 ksi 625 psi 170 psi 425 psi Density $ 31.57 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 41562 0 <360 25976 0 <180 Summary of Moment Values 0.024 : 1 6x8 4.01 psi 170.00 psi +D+L+H 0.000 ft Span # 1 Summary of Shear Values Cr Cm C t Mactual fb-design Fb-allow +D Length = 4.0 ft 1 Length = 4.0 ft 1 +D+0,750Lr+0.750L+H Length = 4.0 ft 1 +D+0.750L+0.750S+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 +D+0.750L+0.750S+0.750W+H Length = 4.0 ft 1 +040.750Lr40.750L+0.5250E+H Length = 4.0 ft 1 +0+0.750L+0.750S+0.5250E4H Length = 4.0 ft 1 0.016 0.009 1.000 1.000 1.000 0.043 0.024 1.000 1.000 1.000 0.036 0.020 1.000 1.000 1.000 0.036 0.020 1.000 1.000 1.000 0.036 0.020 1.000 1.000 1.000 0.036 0.020 1.000 1.000 1.000 0.036 0.020 1.000 1.000 1.000 0.036 0.020 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 1.000 1.000 0.06 13.96 875.00 0.16 37.24 875.00 0.14 31.42 875.00 0.14 31.42 875.00 0.14 31.42 875.00 0.14 31.42 875.00 0.14 31.42 875.00 0.14 31.42 875.00 Vactual fv-design Fv-allow 0.04 1.51 170.00 0.11 4.01 170.00 0.09 3.39 170.00 0.09 3.39 170.00 0.09 3.39 170.00 0.09 3.39 170.00 0.09 3.39 170.00 0.09 3.39 170.00 4. Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, 12:17PM Description : 3. Window Header Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch (North) Wood Grade : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.12) L(0.2) $ $ Span =5.0ft Service loads entered. Load Factors will be applied for calculations. E: Modulus of Elasticity Ebend-xx Eminbend - xx 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi 1300 ksi 470 ksi 31.57 pcf Uniform Load : D = 0.120, L = 0.20 , Tributary Width = 1.0 ft'tES1GM� 'Mf NARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.266 1 Maximum Shear Stress Ratio = 6x8 Section used for this span 232.73psi fv : Actual = 875.00psi Fv : Allowable = +D+L+H Load Combination 2.500ft Location of maximum on span Span # 1 Span # where maximum occurs = 0.011 in Ratio = 0.000 in Ratio = 0.018 in Ratio = 0.000 in Ratio = 5319 0 <360 3324 0 <180 • 0.130 : 1 6x8 22.11 psi 170.00 psi +D+L+H 4.400 ft Span # 1 a>Ei to N s Stt• WS;e ,,o0.41a �om�ma ons° Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values C d C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 5.0 ft 1 0.100 0.049 +D+L+H Length = 5.0 ft 1 0.266 0.130 +D+0.750Lr+0.750L+H Length = 5.0 ft 1 0.224 0.110 +D+0.750L+0.750S+H Length = 5.0 ft 1 0.224 0.110 +D+0.750Lr+0.750L+0.750W+H Length = 5.0 ft 1 0.224 0.110 +D+0.750L+0.750S+0.750W+H Length = 5.0 ft 1 0.224 0.110 +040.750Lr+0.750L+0.5250E+H Length = 5.0 ft 1 0.224 0.110 +11,0.750L+0.750S+0.5250E+H Length = 5.0 ft 1 0.224 0.110 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 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 0.38 87.27 875.00 0.23 8.29 170.00 1.00 232.73 875.00 0.61 22.11 170.00 0.84 196.36 875.00 0.84 196.36 875.00 0.84 196.36 0.84 196.36 0.84 196.36 875.00 875.00 875.00 0.51 18.65 170.00 0.51 18.65 170.00 0.51 18.65 170.00 0.51 18.65 170.00 0.51 18.65 170.00 0.84 196.36 875.00 0.51 18.65 170.00 6 Title : Dsgnr: Project Desc.: Job # Load Combination Segment Length Description : 3a. Window Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : DF/DF Wood Grade : 24F - E4 Beam Bracing : Beam is Fully Braced agai A plied Loads Load for Span Number 1 Uniform Load : D = 0.030, L = 0.050 k/ft, Extent = 2.0 -» 4.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.2250, L = 0.3750 k/ft, Extent = 0.0 -» 2.0 ft, Tributary Width = 1.0 ft Point Load: D = 6.750 k 2.0 ft )ES1GNlSt1MMARY . iMaximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.125x10.5 946.78 psi 2,400.00psi +D+L+H 2.000ft Span # 1 0.001 in Ratio = 0.000 in Ratio = 0.020 in Ratio = 0.000 in Ratio = 0.394 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 34430 0 <360 2420 0 <180 Project Notes : Printed: 22 AUG 2014, 3:27PM ale s:11rPROJECTNQ architect. engateers12014, Prrjects11445AE Btfild 84Des.gn Graup,1nc114.75 ec6 ENERCALC,1NC.1963.20,1;1 „ Butld,6.11.0 23, Var•.6:118 23 E, Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft nst lateral -torsion buckling D(6.75) D(0.225) L(0.375) i * i $ 2400 psi 1450 psi 1700 psi 650 psi 265 psi 1100 psi D(0.03) L(0.05) 5.125x10.5 Span =4.0ft ...................................................... Service loads entered. Load Factors will be applied for calculations. E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 930 ksi 1700 ksi 880 ksi 32.21 pcf Design OK 0.400 : 1 5.125x10.5 = 105.90 psi = 265.00 psi +D+L+H = 0.000 ft = Span # 1 MakimrimForces 84 Stresses, for Load Combinations Max Stress Ratios Span # M V C d CFN Cr Cm C t Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow +D Length = 4.0 ft 1 0.372 0.372 +D+L+H Length = 4.0 ft 1 0.394 0.400 +0+0.750Lr+0.750L+H Length = 4.0 ft 1 0.389 0.393 +D+0.750L+0.750S+H Length = 4.0 ft 1 0.389 0.393 +D+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 0.389 0.393 +D+0.750L+0.750S+0.750W+11 Length = 4.0 ft 1 0.389 0.393 +0+0.750Lr+0.750L+0.5250E+H 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 7.00 892.62 1.000 1.000 1.000 1.000 1.000 1.000 7.43 946.78 1.000 1.000 1.000 1.000 1.000 1.000 7.32 933.24 1.000 1.000 1.000 1.000 1.000 1.000 7.32 933.24 1.000 1.000 1.000 1.000 1.000 1.000 7.32 933.24 1.000 1.000 1.000 1.000 1.000 1.000 7.32 933.24 2,400.00 1.000 1.000 1.000 2,400.00 2,400.00 2,400.00 2,400.00 2,400.00 Vactual fv-design Fv-allow 3.53 98.51 265.00 3.80 105.90 265.00 3.73 104.05 265.00 3.73 104.05 265.00 3.73 104.05 265.00 3.73 104.05 265.00 f (4) 2X6 POST 10 DF2 2X12 1_i-.• --) 1• e 16 OL. JST e16 O.Z.`1'P I/ 16 o GL .4M1=1E.111M.,. 5�/F�715 (4 lj 2 12 DEC., J./T 0 16' 04 TYP. 767711-13 UPPER FLOOR FRAMING PLAN 203 (2) 2X6 POST IZ°Z.S- 2S•2..5js /0St- Wood Beam Description : 4a. Deck Support Beam Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade DF/DF : 24F - V4 Title : Dsgnr: Project Desc.: Project Notes : Job # Punted. F.E.E1 2C15, 5•42?I;?. :T NO, architect & engineers\2014, Projects114-75AE, 14066 33rd Ave S. Tukwila (GEM Construction)114-75ae.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Licensee z Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling i Applied Loads Uniform Load : D = 0.030, L = 0.0630 , 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(0.03) L(0.063) $ 5.125x12 Span = 20.0 ft 0.189 1 5.125x12 453.66 psi 2,400.00psi +D+L+H 10.000ft Span # 1 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1 100 psi 1800 ksi 930 ksi 1600 ksi 830ksi 32.21 pcf E: Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density $ Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.172 in Ratio = 0.000 in Ratio = 0.254 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C Fry +D Length = 20.0 ft 1 0.061 0.025 +D+L+H Length = 20.0 ft 1 0.189 0.078 +D+0.750Lr+0.750L+}1 Length = 20.0 ft 1 0.157 0.065 +D+0.750L+0.750S+H Length = 20.0 ft 1 0.157 0.065 +D+0,750Lr+0.750L+0.750W+H Length = 20.0 ft 1 0.157 0.065 +0+0.750L+0.750S+0.750W+H Length = 20.0 ft 1 0.157 0.065 +D+0.750Lr+0.750L+0.5250E+H Length = 20.0 ft 1 0.157 0.065 +D+0.750L+0.750S+0.5250E+H Length = 20.0 ft 1 0.157 0.065 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 1394 0 <360 944 0 <180 Summary of Moment Values Desi . n OK 0.078 : 1 5.125x12 20.64 psi 265.00 psi +D+L+H 19.100ft Span # 1 Summary of Shear Values Cr Cm C t Mactual fb-design Fb-allow 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 1.50 146.34 2,400.00 4.65 453.66 2,400.00 3.86 376.83 2,400.00 3.86 376.83 2,400.00 3.86 376.83 2,400.00 3.86 376.83 2,400.00 3.86 376.83 2,400.00 3.86 376.83 2,400.00 Vactual fv-design Fv-allow 0.27 6.66 265.00 0.85 20.64 265.00 0.70 17.15 265.00 0.70 17.15 265.00 0.70 17.15 265.00 0.70 17.15 265.00 0.70 17.15 265.00 0.70 17.15 265.00 Load Combination Segment Length Title : Dsgnr: Project Desc.: Project Notes : Description : 4. Garage Door Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing $ Ie s:11N1 OJECT NO architect Job # Printed: 8 AUG 2014, 1:25PM engineera12014 ;Rrojectst1475AE Su114 &Design Group, Inc\i475ae ec6 ENERGM.C, INC 1 2011 Btnld:6,11.@;23, Vet:S.116 23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling DF/DF 24F - E4 ipli dtL ads Uniform Load : D = 0.1950, L = 0.2750 , Uniform Load : D = 0.2310, L = 0.3950 , CES/GN 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(0.231) L(0.395) D(0.195) L(0.275) $ 5.125x15 Span =16.0ft Tributary Width = 1.0 ft Tributary Width = 1.0 ft 0.912 1 5.125x15 2,189.86 psi 2,400.00 psi +D+L+H 8.000ft = Span # 1 0.384 in 0.000 in 0.628 in 0.000 in Forces;& Stresses,for Load.Combiinations Max Stress Ratios M V Cd CFN Span # 2400 psi 1450 psi 1700 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 930 ksi 1700 ksi 880 ksi 32.21 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 500 0 <360 305 0 <180 Cr Cm Ct Summary of Moment Values Design OK 0.549 : 1 5.125x15 145.42 psi 265.00 psi +D+L+H 14.800 ft Span # 1 Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 16.0 ft 1 0.355 +D+L+H Length = 16.0 ft 1 0.912 +D+0.750Lr+0.750L+H Length = 16.0 ft 1 0.773 +D+0.750L+0.750S+H Length = 16.0 ft 1 0.773 +D+0.750Lr+0.750L+0.750W+H Length =16.0 ft 1 0.773 +D+0.750L+0.750S+0.750W+H Length =16.0 ft 1 0.773 +D+0.750Lr+0.750L+0.5250E+H Length =16.0 ft 1 0.773 +D+0.750L+0.750S+0.5250E+H 0.213 1.000 1.000 1.000 0.549 1.000 1.000 1.000 0.465 1.000 1.000 1.000 0.465 1.000 1.000 1.000 0.465 1.000 1.000 1.000 0.465 1.000 1.000 1.000 0.465 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 13.63 851.17 35.07 2,189.86 29.71 1,855.19 29.71 1,855.19 29.71 1,855.19 29.71 1,855.19 29.71 1,855.19 2,400.00 2.90 2,400.00 7.45 2,400.00 6.31 2,400.00 6.31 2,400.00 6.31 2,400.00 6.31 2,400.00 6.31 56.52 145.42 123.20 123.20 123.20 123.20 123.20 265.00 265.00 265.00 265.00 265.00 265.00 265.00 •l Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, 1:25PM Description : 5. Garage Support Beam Material Properties QJECT NO, architect & sngm 12D14 Ftetect A75AE, llct.&Design Group, lricl144.5c6 FNERCALC, lNC,-1 ^;3-2011,-Butld;6.11:6:23, Ve06.23 Lraensee Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb Fb Fc Fc Fv Ft : Beam is Fully Braced against lateral -torsion buckling DF/DF 24F - E4 Applied tOadS Uniform Load : D = 0.0720, L = 0.240 , Tributary Width = 1.0 ft Uniform Load : D = 0.060, L = 0.20 , Tributary Width = 1.0 ft DESIGNS 1MMA'RY ;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 Tension Compr Prll Perp D(0.06 L(0.2) D(0.072 L(0.24) 5.125x16.5 Span = 22.0 ft = 0.772 1 5.125x16.5 1,785.76 psi 2,313.99psi +D+L+H 11.000ft Span # 1 0.677 in 0.000 in 0.880 in 0.000 in 2,400.0 psi 1,450.0 psi 1,700.0 psi 650.0 psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1, 700.0 ksi Eminbend - yy 880.0 ksi Density 32.210 pcf i $ Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Ratio = Ratio = Ratio = Ratio = 389 0 <360 299 0 <180 MaximOtafetces;&Stresses feraLoad Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Cr Cm C t Length = 22.0 ft +D+L+H Length = 22.0 ft +D+0.750Lr+0.750L+11 Length = 22.0 ft +D+0.750L+0.750S+H Length = 22.0 ft 1 +D+0.750Lr+0.750L+0.750W+H Length = 22.0 ft 1 +D+0.750L+0.7505+0.750W+H Length = 22.0 ft 1 +D+0.750Lr+0.750L+0.5250E+H Length = 22.0 ft 1 +D+0.750L+0.7505+0.5250E+H 1 0.178 0.086 1.000 0.964 1.000 0.964 1.000 1 0.772 0.371 1.000 0.964 1.000 0.964 1.000 1 0.623 0.299 1.000 0.964 1.000 0.964 1.000 0.623 0.299 1.000 0.964 1.000 0.964 1.000 0.623 0.299 1.000 0.964 1.000 0.964 1.000 0.623 0.299 1.000 0.964 1.000 0.964 1.000 0.623 0.299 1.000 0.964 1.000 0.964 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 Summary of Moment Values Design sOK, 0.371 : 1 5.125x16.5 98.22 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 7,99 412.10 2,313.99 1.28 22.67 265.00 34.61 1,785.76 2,313.99 5.54 98.22 265.00 27.95 1,442.34 2,313.99 4.47 79.33 265.00 27.95 1,442.34 2,313.99 4.47 79.33 265.00 27.95 1,442.34 2,313.99 4.47 79.33 265.00 27.95 1,442.34 2,313.99 4.47 79.33 265.00 27.95 1,442.34 2,313.99 4.47 79.33 265.00 I0 • Description : 6. Window Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing oa Uniform Load : D = 0.1360, L = 0.1030 , Tributary Width = 1.0 ft tS�GNSUM1l�ARY .. p 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 0.002 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.006 in Max Upward Total Deflection 0.000 in Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, 1:25PM EG't NO0arctut gig engule0s'12014y Pr yev45114 75AE, Buitd B, De�rgn Group_ Inc114 75 A OLINCA 32011,^, oiri611623,Ver 41 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll : Douglas Fir - Larch (North) Fc - Perp : No.2 Fv Ft : Beam is Fully Braced against lateral -torsion buckling D(0.136) L(0.103) $ $ Span = 4.0 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend- xx Eminbend xx Density $ 1300 ksi 470 ksi 31.57 pcf Service loads entered. Load Factors will be applied for calculations 0.127'. 1 Maximum Shear Stress Ratio 6x8 Section used for this span 111.24psi 875.00 psi +D+L+H 2.000ft Span # 1 Ratio = Ratio = Ratio = Ratio = fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 20175 0 <360 8695 0 <180 Design OK 0.071 : 1 6x8 11.99 psi 170.00 psi +D+L+H 0.000 ft Span # 1 IVIa�t1lnum Farces 804tresses for'Laad Combmations4 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Cr Cm C t +D Length = 4.0 ft 1 +D+L+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+H Length = 4.0 ft 1 +D+0.750L+0.750S+H Length =4.Oft 1 +D+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 +D+0.750L+0.750S+0.750W+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+0.5250E+H Length = 4.0 ft 1 +0+0.750L+0.750S+0.5250E+1-1 Length = 4.0 ft 1 0.072 0.040 1.000 1.000 1.000 0.127 0.071 1.000 1.000 1.000 0.113 0.063 1.000 1.000 1.000 0.113 0.063 1.000 1.000 1.000 0.113 0.063 1.000 1.000 1.000 0.113 0.063 1.000 1.000 1.000 0.113 0.063 1.000 1.000 1.000 0.113 0.063 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 1.000 1.000 Summary of Moment Values Mactual fb-design Fb-allow 0.27 63.30 875.00 0.48 111.24 875.00 0.43 99.26 875.00 0.43 99.26 875.00 0.43 99.26 875.00 0.43 99.26 875.00 0.43 99.26 875.00 0.43 99.26 875.00 Summary of Shear Values Vactual fv-design Fv-allow 0.19 6.82 170.00 0.33 11.99 170.00 0.29 10.70 170.00 0.29 10.70 170.00 0.29 10.70 170.00 0.29 10.70 170.00 0.29 10.70 170.00 0.29 10.70 170.00 1i Wood _Beam .' Description : 7. Lower Sliding Glass Door Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Title : Dsgnr: Project Desc.: Project Notes : Job # Pined' 22 AUG 2014, 3:27PM Files 11•PROJECT'N0 architect 8 engmeers12014; Projects114-75AE Build & f)asign Group; Inc114 75ae ec6 ;: ; ``,,.. ENERCALC, INC„ 19$3.2011;:Budd 6.11;6.23, Ve'r.6.116 23.: Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll : Douglas Fir - Larch (North) Fc - Perp : No.2 Ft Beam is Fully Braced against lateral -torsion buckling 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0ksi Density 31.570 pcf $ D(0.435) L(0.725) Span = 6.0 ft $ applied Loadsfi , Uniform Load : D = 0.4350, L = 0.7250 , Tributary Width = 1.0 ft )ESIGN,TSUMMARY (Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.865 1 6x10 757.17 psi 875.00 psi +D+L+H 3.000ft Span # 1 0.042 in 0.000 in 0.067 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1725 0 <360 1078 0 <180 0.435 : 1 6x10 73.93 psi 170.00 psi +D+L+H 0.000 ft Span # 1 Maitmiim Forces: ;Stresses for Load' Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D Length = 6.0 ft 1 +D+L+H Length = 6.0 ft 1 +D+0.750Lr+0.750L+H Length = 6.0 ft 1 +0+0.750L+0.750S+H Length = 6.0 ft 1 +D+0.750Lr+0.750L+0.750W+H Length = 6.0 ft 1 +0+0.750L+0.750S+0.750W+H Length = 6.0 ft 1 +0+0.750Lr+0.750L+0.5250E+11 Length = 6.0 ft 1 +0+0.750L+0.750S+0.5250E+H Length = 6.0 ft 1 Cr Cm Ct Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.325 0.163 1.000 1.000 1.000 0.865 0.435 1.000 1.000 1.000 0.730 0.367 1.000 1.000 1.000 0.730 0.367 1.000 1.000 1.000 0.730 0.367 1.000 1.000 1.000 0.730 0.367 1.000 1.000 1.000 0.730 0.367 1.000 1.000 1.000 0.730 0.367 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 1.000 1.000 1.96 283.94 5.22 757.17 4.40 638.86 4.40 638.86 4.40 638.86 4.40 638.86 4.40 638.86 4.40 638.86 875.00 0.97 27.72 170.00 875.00 2.58 73.93 170.00 875.00 2.17 62.38 170.00 875.00 2.17 62.38 170.00 875.00 2.17 62.38 170.00 875.00 2.17 62.38 170.00 875.00 2.17 62.38 170.00 875.00 2.17 62.38 170.00 i?i Title : Dsgnr: Project Desc.: Job # Description : 8. Floor Joist Material Properties Project Notes : Printed.. 8 AUG 2014,12:41PM u114PROJECT NO architect & englneers12014_Prc ects114 75A Bu�fd &Design Group; inc 14-75ae ec6 ENER;CALL>:INC 198 2011,�;8wld 611.:23, Ver:6,1 5.23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch (North) : No.2 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling D(0.016) L(0.053) p11ed i 0 Uniform Load : D = 0.0160, L = 0.0530 , Tributary Width = 1.0 ft i'35i'GN:SMMARY ._ ;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 Maxft ulmorces Load Combination Span = 14.0 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Density 1300 ksi 470 ksi 31.57 pcf Service loads entered. Load Factors will be applied for calculations. 0.733 1 Maximum Shear Stress Ratio 2x12 Section used for this span 641.14psi fv : Actual 875.00psi Fv : Allowable +D+L+H Load Combination 7.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.200 in Ratio = 0.000 in Ratio = 0.260 in Ratio = 0.000 in Ratio = r-esses.for Load Combinat`toris Max Stress Ratios Segment Length Span # M V C d C FN 841 0 <360 646 0 <180 Cr Cm Ct Summary of Moment Values Design OK 0.220 :1 2x12 37.35 psi 170.00 psi +D+L+H 13.090 ft Span # 1 Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length =14.0 ft 1 0.170 0.051 +0+L+H Length = 14.0 ft 1 0.733 0.220 +0+0.750Lr+0.750L+H Length = 14.0 ft 1 0.592 0.178 +D+0.750L+0.750S+H Length = 14.0 ft 1 0.592 0.178 +D+0.750Lr+0.750L+0.750W+H Length = 14.0 ft 1 0.592 0.178 +D+0.750L+0.750S+0.750W+H Length = 14.0 ft 1 0.592 0.178 +D+0.750Lr+0.750L+0.5250E+H Length = 14.0 ft 1 0.592 0.178 +D+0.750L+0.750S+0.5250E+11 Length = 14.0 ft 1 0.592 0.178 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.39 148.67 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.69 641.14 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 1.000 1.000 1.000 1.000 1.000 1.000 1.37 518.02 875.00 0.10 8.66 170.00 0.42 37.35 170.00 0.34 30.18 170.00 0.34 30.18 170.00 0.34 30.18 170.00 0.34 30.18 170.00 0.34 30.18 170.00 0.34 30.18 170.00 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, 1:25PM ea Description : 9. Family Room Entry Header Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing ne s 11 PROJECT t40 architect &engineers12014, Proje0114-75AE Baits, & €Je4n Croup; tnc114-75 ec6 EfvERCAI C, INC.1t3 2011, Bwld 61 i,fi;23, Verfi 11 it 23. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling ............................................................................ D(0.078) L(0.26) : Douglas Fir - Larch (North) : No.2 $ died goads Uniform Load : D = 0.0780, L = 0.260 , 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 $ 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi $ E : Modulus of Elasticity Ebend- xx Eminbend - xx Density 4 1300 ksi 470 ksi 31.57 pcf Span =5.0ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft = 0.242 1 4x10 253.95 psi 1,050.00 psi +D+L+H 2.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.012 in Ratio = 0.000 in Ratio = 0.016 in Ratio = 0.000 in Ratio = ;Maximum Forces for • Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN 4885 0 <360 3758 0 <180 Cr Cm Ct Summary of Moment Values 0.161 : 1 4x10 27.41 psi 170.00 psi +D+L+H 0.000 ft Span # 1 Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 5.0 ft 1 0.056 0.037 +D+L+H Length = 5.0 ft 1 0.242 0.161 +D+0.750Lr+0.750L+H Length = 5.0 ft 1 0.195 0.130 +D+0.750L+0.750S+H Length = 5.0 ft 1 0.195 0.130 +D+0.750Lr+0.750L+0.750W+H Length = 5.0 ft 1 0.195 0.130 +D+0.750L+0.750S+0.750W+H Length = 5.0 ft 1 0.195 0.130 +D+0.750Lr+0.750L+0.5250E+H Length = 5.0 ft 1 0.195 0.130 +D+0.750L+0.750S+0.5250E+H Length = 5.0 ft 1 0.195 0.130 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1,000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.24 58.60 1.06 253.95 0.85 205.11 0.85 205.11 0.85 205.11 0.85 205.11 0.85 205.11 0.85 205.11 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 0.14 6.32 170.00 0.59 27.41 170.00 0.48 22.14 170.00 0.48 22.14 170.00 0.48 22.14 170.00 0.48 22.14 170.00 0.48 22.14 170.00 0.48 22,14 170.00 DECK JST rrp. MPG. SPECS. 36' MIN. CCNc. LANDING S 14' X 1' SCREENED FON VENTS (6) REQ'D 4'-0' 4' 0• 4'-0. 24 24 24 24' XIS' MIN RADA. SPACE ESS 4'0 4.0 0 0 1 004 24 24 r J Yl 0 1'-4 I• I � y r r n 4'-0' ISMIN. W/ 6 MIL VAPOR BARRIER rrP. SIM 7 J 1 3I6 L L FOLMATION FRAMING 1>,<I BLOCK OUT FOR MECHLIORK SLAB ON GRADE 4' CONc. SLAB ON 4' COMP. FILL TIP. SLOPE 346' / FT TCWARD DOORS J J SLAB ON GRADE 4' CONC. CONT. FTG CONT. FTG r 2X8 P.T DECK JST • IS' O.C. TYP. A5 PER MFG. SPECS. 4 0 L 1 J 36' MIN. CONC. LANDING R-I0 INSULATION CONT. FTG SLAB ON GRADE 4' CCNC. SIM 7 J J I ><1 BLOCK OJT FOR MECHIDORC SLAB ON GRADE 4' CONC. SLAB CN 4' COMP. FILL TYP. SLOPE 3/IS' / FT TOWARD DOORS FOLNDATION FRAMING ING PLAN - OPT. 8 it ,go S 4 1- 1 SCALE: 1/4. = 1'-0" Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 8 AUG 2014, I:25PM Description : 10. Foundation Beam Material Properties e:"s 11-PROJECT:NO, a chiteet & engineeersf2014," Projects114-75,AE,Builde& Design Gmup Inc11+75 ec6 ENERCALC, INC:.19B3-2011. Burld:6:116 23, Ver:6.f1'.6.23. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch (North) : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling D(0.212) L(0.44) i Iced oad'sr Uniform Load : D = 0.2120, L = 0.440 , Tributary Width = 1.0 ft DESIGN St/MMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4.0 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi v E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470ksi Density 31.57 pcf Service loads entered. Load Factors will be applied for calculations. 0.299 1 Maximum Shear Stress Ratio 4x10 Section used for this span 313.52 psi fv : Actual 1,050.00psi Fv : Allowable +D+L+H Load Combination 2.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in 0.000 in 0.013 in 0.000 in M`aximu nforces&;Stresses forLdad:Combiinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Ratio = Ratio = Ratio = Ratio = 5638 0 <360 3805 0 <180 Cr Cm Ct Design OK 0.220 : 1 4x10 37.46 psi 170.00 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 +D Length = 4.0 ft 1 +D+L+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+H Length = 4.0 ft 1 +D+0.750L+0.750S+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 +D+0.750L+0.750S+0.750W+H Length = 4.0 ft 1 +D+0.750Lr+0.750L+0.5250E+1-1 Length = 4.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length = 4.0 ft 1 0.097 0.072 0.299 0.220 0.248 0.183 0.248 0.183 0.248 0.183 0.248 0.183 0.248 0.183 0.248 0.183 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.200 1.000 1.200 1.000 1.000 1.000 0.42 101.94 1,050.00 1.000 1.000 1.000 1.000 1.000 1.000 1.30 313.52 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1,050.00 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1,050.00 1.000 1.000 1.000 1.000 1.000 1.000 1.08 260.62 1,050.00 1,050.00 1,050.00 1,050.00 1,050.00 0.26 12.18 170.00 0.81 37.46 170.00 0.67 31.14 170.00 0.67 31.14 170.00 0.67 31.14 170.00 0.67 31.14 170.00 0.67 31.14 170.00 0.67 31.14 170.00 e)c Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: BAUG 2014, 1:25PM Wood Beam Description : 11. Floor Joist Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing file: s:11-PROJECT NO, architect& engineers 12014, Projects114-75AE; Build & Design Group, lnc11475ae.ec6 ENERCALG, INC.1983.2011, Build:6.11.6.23, Vet6.11.6.23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling : Douglas Fir - Larch (North) : No.2 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Density 1300 ksi 470 ksi 31.57 pcf i D(0.016)4L(0.053) Applied Loads Uniform Load : D = 0.0160, L = 0.0530 , 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 $ i Service loads entered. Load Factors will be applied for calculations. 0.608 1 Maximum Shear Stress Ratio 2x10 Section used for this span 585.47psi fv : Actual 962.50psi Fv : Allowable +D+L+H Load Combination 5.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.137 in Ratio = 0.000 in Ratio = 0.178 in Ratio = 0.000 in Ratio = 964 0 <360 740 0 <180 Design OK 0.208 : 1 2x10 35.28 psi 170.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces &.Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D Length =11.0 ft 1 0.141 0.048 +D+L+H Length = 11.0 ft 1 0.608 0.208 +0+0.750Lr+0.750L+H Length =11.0 ft 1 0.491 0.168 +0+0.750L+0.750S+H Length = 11.0 ft 1 0.491 0.168 +D+0.750Lr+0.750L+0.750W+H Length =11.0 ft 1 0.491 0.168 +0+0.750L+0.750S+0.750W+H Length =11.0 ft 1 0.491 0.168 +0+0.750Lr+0.750L+0.5250E+H Length =11.0 ft 1 0.491 0.168 +D+0.750L+0.750S+0.5250E+H Length = 11.0 ft 1 0.491 0.168 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 1.100 1.000 1.100 Summary of Moment Values Summary of Shear Values Cr Cm C t Mactual fb-design Fb-allow 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.24 135.76 1.04 585.47 0.84 473.04 0.84 473.04 0.84 473.04 0.84 473.04 0.84 473.04 0.84 473.04 962.50 962.50 962.50 962.50 962.50 962.50 962.50 962.50 Vactual fv-design Fv-allow 0.08 8.18 170.00 0.33 35.28 170.00 0.26 28.51 170,00 0.26 28.51 170.00 0.26 28.51 170.00 0.26 28.51 170.00 0.26 28.51 170.00 0.26 28.51 170.00 Title : Dsgnr: Project Desc.: Project Notes : Job # Prnte6. i 7 FEB 2015 3'4"cPM Wood Beam Description : 13. Entry Deck Support Material Properties •T NO, architect & engineers12014, Projects114-75AE, 14066 33rd Ave S. Tukwila (GEM Construction)114-75ae.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fb - Tension Fb - Compr Fc - Pr!' Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.024) Load Combination 2006 IBC & ASCE 7-05 Wood Species : Hem Fir (north) Wood Grade : No.2 $ Applied Loads Uniform Load : D = 0.0240 , 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 $ 675 psi 675 psi 475 psi 405 psi 135 psi 325 psi $ E : Modulus of Elasticity Ebend- xx Eminbend - xx Density 1100 ksi 400 ksi 29.64 pcf $ Span = 7.50 ft Service loads entered. Load Factors will be applied for calculations. 0.050 1 4x10 40.57 psi 810.00 psi +D 3.750ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.007 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FA/ 0 <360 0 <360 13269 0 <180 Cr Cm Ct Summary of Moment Values Mactual fb-design Fb-allow Design OK 0.025 : 1 4x10 3.34 psi 135.00 psi +D 6.750 ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow +D Length = 7.50 ft 1 0.050 0.025 1.000 1.200 1.000 1.000 1.000 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span 0.17 40.57 810.00 Load Combination 0.07 3.34 135.00 Max. "+" Defl Location in Span D Only 1 0.0068 Vertical Reactions - Unfactored 3.788 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 0.090 0.090 D Only 0.090 0.090 Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 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 Ioads.(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 R := 6.5 Ss :=.1.59 S 1 := 0.552 'Fa := 1.00 FA, :=- 1.5 W,wx For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Site Coefficient based on Site Class & Ss (ASCE 7-10 Table 11.4-1) Site Coefficient based on Site Class & Si (ASCE 7-10 Table 11.4-2) 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•Fv Smi = 0.83 ASCE 7-05 Eq. 11.4-3 SDS := • Sms SDS = 1.06 ASCE 7-05 Eq. 11.4-4 SDI := 3 •Smi SDI = 0.55 *World of Designs & Engineers* 14-75AE. mo Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: 1 S:= 4 cos\atan 12)) S = 1.05 ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: Rl := 1515ft2•S Al := 1227ft2 P1 := 2(30ft) + 2(48ft) (Upper Roof Area) (Upper Floor area) (Upper Floor) P2 := 2(30ft) + 2(48ft) (Main Floor) Weight of Structure at Each Level: Story Weight at Upper level: w2 15•psf•(R1) + 10•psf•8•ft•(P1) (weight of roof, and wall) Story Weight at Main level: wl := 12•psf•(Ai) + 10•psf•(10•ft•P2) (weight of lower roof, floor, & wall) Shear at each Level: F := 1.1: (F•SDS•w2) V2E • R [F•SDs.(wl)1 VIE := R F=1.0 for one-story building F=1.1 for two-story building F=1.2 for three-story building V2E = 6535.74 lb Story Shear at Upper Floor V1E = 5439.661b Story Shear at Main Floor *World of Designs & Engineers* 14-75AE.mcc 20 Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 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) - (GCpi)] Mean Roof Height h := 21.5•ft qh = 0.00256KZKZfKdv2I = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpf = External Pressure Coefficients per Figure 6-10 GCpf = 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). *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Velocity Pressure (q1) Evaluated at Height z (Equation 6-15) q15 0.00256•K15•Kd•v2•I q15 = 18.43 q20 0.00256.K20•Kd•v2•I q20 = 18.43 q25 0.00256•K25•Kd•v2•I q25 = 18.43 q30 0.00256•K30•Kd•v2•I q30 = 18.43 q40 0.00256•K40•Kd•v2•I q40 = 20.01 Internal Pressure Coefficients (Figure 6-5) GCp• :_ .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) GCp fl :_ .56 GCpfl E :_ .69 GCpf2 :_ .21 GCpf2E :_ .27 GCpf3 := —.43 GCpf3E :_ —.53 GCpf4 := —.37 GCpf4E :_ —.48 *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 P15.1 := g15.(GCpfl)•psf P15.2 g15.(GCpf2)•psf P15.3 := g15'(GCpf3)'Psf P15.4 g15.(GCpf4)'Psf P20.1 4420' (GCpfl) • psf P20.2 g20'(GCpf2)•psf P203 := g20'(GCpf3).psf P20.4 g20.(GCpf4)'Psf P25.1 g25.(GCpfl)•psf P25.2 = g25'(GCpf2)•psf P25.3 g25.(GCpf3)•psf P25.4 g25'(GCpf4).psf P30.1 g30'(GCpn)•psf P30.2 g30'(GCpi)•psf P30.3 g30'(GCpf3).psf P30.4 g30'(GCpf4)•Psf P40.1 g40'(GCpfl)•psf P40.2 g40'(GCpf2)•psf P40.3 (140'(GCpf3)•psf P40.4 g40.(GCpf4)•Psf P15.1 = 10.321bft 2 P15.2=3.871bft2 P15.3=-7.93lbft2 P15.4=-6.821bft2 P20.1 = 10.321b ft 2 P20.2 = 3.871b ft2 P20.3 = -7.93 lb ft 2 P20.4 =-6.821b ft2 P25.1 = 10.321b ft 2 P25.2 = 3.871b ft 2 P25.3 = -7.93 lb ft 2 P25.4 =-6.821b ft 2 P30.1 = 10.321b ft2 P30.2 = 3.871b ft 2 P30.3 = -7.93 1bft2 P30.4 =-6.821b ft 2 P40.1 = 11.211b ft 2 P40.2=4.21bft2 P40.3=-8.61bft2 P40.4=-7.41bft2 P15.1E g115'(oCpflE)'Psf P15.2E c115'(GCpf2E)•psf P15.3E g154GCpf3E)•psf P15.4E g15.(GCpf4E)'Psf P20.1E = g20.(GCpflE).psf P20.2E g20.(GCO2E).psf P20.3E g20.(GCpf3E)•psf P20.4E g20.(GCpf4E)'Psf P25.1E g25.(GCpf1E)'Psf P25.2E g25.(GCpf2E)'Psf P25.3E g25.(GCpf3E)'Psf P25.4E g25.(GCpf4E)'Psf P30.1E g30.(GCpnE)•psf P30.2E g30'(GCpf2E)'Psf P30.3E g30'(GCpf3E)•psf P30.4E g30.(GCpf4E).psf P40.1E g40.(GCpnE).psf P40.2E g40.(GCpf2E)•psf P40.3E g40'(GCp3E)•psf P40.4E g40'(GCpf4E)'Psf P15.1E = 12.721bft 2 P15.2E=4.981bft2 P15.3E=-9.771bft2 P15.4E =-8.851bft2 P20.1E=12.721bft2 P20.2E = 4.981b ft 2 P20.3E =-9.771b ft 2 P20.4E =-8.851b ft2 P25.1 E = 12.721b ft2 P25.2E = 4.981b ft 2 P25.3E =-9.771b ft 2 P25.4E =-8.85 1bft2 P30.1 E = 12.721b ft2 P30.2E = 4.981b ft2 P30.3E =-9.771b ft2 P30.4E =-8.85 lb ft2 P40.1E = 13.811bft 2 P40.2E = 5.41b ft 2 P40.3E = -10.611b ft2 P40.4E =-9.611b ft2 *World of Designs & Engineers* 14-75AE.mcc L1:1 ; 9 FRONT ELEVATION 9 Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND AT UPPER LEVEL (sides to sides) W2 (P20.1 — P20.4)'5ft + (P25.1 — P25.4)'2ft END ZONE WIND AT UPPER LEVEL (sides to sides) W2E (P20.1E — P20.4E)'5ft + (P25.1E — P25.442ft WIND AT MAIN LEVEL (all sides) W1 (P15.1—P15.410ft END ZONE WIND AT ROOF LEVEL (all sides) W1E (P15.1E — P15.4410ft But not less than 10 psf over the projected vertical plane. W1=171.411bft'1 W1B=215.641bft1'' W2= 119.981bft-1 W2E= 150.951bft 1" *World of Designs & Engineers* 14-75AE.ma Z9 Li FED =�LOC KEY FLAN Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line AA: Step 1. Wind analysis on wall Wind Toads per foot: W2 = 119.981bft 1 W2E = 150.951bft 1 Distance between shear wall: L1 := 30.ft Shear wall panels: Laa := (17 + 9 + 18)ft Laa = 44 ft Percent full height sheathing: Wind Force: vaa 10•ft % := 100 % = 100 10•ft (W2 + W2E) Ll 2 2 vaa = 46.18 lb ft 1 vaa 1 = 46.181b ft Laa Co Max Opening Height = 0ft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: V2E = 6535.741b V2E Ll 0.7p • Lt 2 Eaa Laa Wind loads per foot Assumed p := 1.0 Bldg Width in direction of Load: Lt := 30.ft Eao = 51.991b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 9.0•ft Loa:: 9.ft OTM := vaa•Laa•Pt OTM = 3740.71bft Dead Load Resisting Overturning: WR := 0..6(15•psf)•3•ft•Laa + 0.6•(10•psf)•Pt•Laa Eaa Co =51.991b1 ft Seismic loads per foot Base Plate Nail Spacing (2003 NDS Tablel 1 N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B := EN B Per Nail P •P = 3.51 ft vaa L DLRM := WR• 2 DLRM = 3280.5 lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: A 830 lb CD1.6 ZBA•C ZB13281b s := := := s D= OTM - DLRM HDFaa := HDFaa = 51.131b As := ZB CO As = 28.76 ft Per Bolt Co L vaa Step 4. Shear Wall Summary: Wind Force: Seismic Force: vaa = 46.18 lb ft 1 E as = 51.991b ft 1 Co Co B.P. Nailing Spacing Bp = 3.51 ft A.B. Spacing As = 28.76 ft 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 pif Seismic Capacity = 242 pif Holdown Force: HDFaa = 51.131b Holdown Types: No Holdown *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line BB: Step 1. Wind analysis on wall Wind loads per foot: W2 = 119.981bft 1 W2E = 150,951bft 1 Distance between shear wall: L1 := 30-ft Shear wall panels: Lbb := (17.5 + 5.5 + 17)ft Lbb = 40ft Percent full height sheathing: %:= 10•ft 100 % = 100 10•ft Wind Force: vbb Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 (W2+W2E) L1 2 2 1 vbb = 50.8lb ft -1 vbb = 50.81b fl: Lbb Co Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Ebb V2E = 6535.741b V2E L1 0.7p• — — Lt 2 Lbb Assumed p := 1.0 Ebb = 57.191b ft 1 Wind loads per foot Bldg Width in direction of Load: Lt := 30•ft Ebb 1 = 57.191b ft Co Seismic loads per foot Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 9.0•ft Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1-112" Plate Hem -Fir Lbb:= 5.5•ft OTM := vbb•Lbb•Pt OTM = 2514.58lbft Dead Load Resisting Overturning: WR:= 0.6(15-psf)•341•Lbb + 0.6•(10•psf)•Pt•Lbb DLRM := WR Lbb DLRM - 1225.13 lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830.1b CD := 1.6 ZB := As -CD ZB = 13281b OTM — DLRM HDFbb := HDFbb = 234.451b As := ZB-Co Co As = 26.14 ft Per Bolt Co' Lbb vbb Step 4. Shear Wall Summary: ZN := 122.1b CD := 1.6 Z'N := ZN•CD Z'N = 195.21b Z' B := N B = 3.84 ft P• vbb p Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vbb -1 Ebb -1 Bp = 3.84 ft As = 26.14 ft HDFbb = 234.451b — = 50.81b ft — = 57.191b ft Co Co 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P14: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Per Nail Holdown Types: No Holdown *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line CC: Step 1. Wind analysis on wall Wind Toads per foot: W2 = 119.98 lb ft-1 W2E = 150.95 lb ft-1 Distance between shear wall: Ll := 304t Shear wall panels: Lcc := (3 + 13.5 + 3.5)ft Lcc = 20 ft Percent full height sheathing: % (10 ft) 100 % = 100 10•ft) Wind Force: vcc Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 (W2 + W2E) L1 2 2 vcc = 101.61b ft 1 vcc = 101.61b ft 1 Lcc Co Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 6535.74 lb Assumed p := 1.0 Seismic Force: E,.� Wind Toads per foot Bldg Width in direction of Load: Lt := 48.ft V2E L1 0.7p•-- — E Lt 2 Ecc = 71.481b ft 1 cc = 71.481bft 1 Lcc Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0.ft Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1-112" Plate Hem -Fir Leo := 3.ft OTM := vcc-Lcc-Pt OTM = 2743.18lbft Dead Load Resisting Overturning: ZN := 122-lb CD := 1.33 EN := ZN-CD EN = 162.261b Z'N WR:='0.6(15•psf)•8•ft•Lcc + 0.6•(10•psf)•Pt•Lcc Bp := vc— c Per Nail Bp = 1.6ft DLRM := WR L2c DLRM = 5671b ft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: OTM - DLRM HDFcc := HDFcc = 725.39 lb Co'Lcc Step 4. Shear Wall Summary: Wind Force: As := 830•lb CD := 1.6 ZB := As -CD ZB = 13281b As :— Zg Co As = 13.07 ft Per Bolt vcc Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vcc = 101.6 lb ft 1 Ecc = 71.481bft 1 Bp = 1.6 ft —co C0 16d @ 16" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf As = 13.07ft HDFcc = 725.391b 5/8" A.B. @ 72" o.c. Holdown Types: No Holdown *World of Designs & Engineers* 14-75AE.mcc 1-q Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind Toads per foot: W2 = 119.98 lb ft 1 Distance between shear wall: L1 := 18.ft W2E = 150.951bft1 Shear wall panels: Ldd := (4.5)ft Ldd = 4.5 ft Percent full height sheathing: % := C 10•ftl 100 % = 100 10•ft) Wind Force: vdd :=• (W2 + W2E) L1 2 2 Ldd Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Edd Ldd V2E = 6535.741b V2E Ll 0.7p Lt 2 Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vdd = 270.93 lb 1 ft Assumed p := 1.0 Edd = 190.631b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Ft := 9.041 Ldd 4.5•ft OTM := vdd•Ldd'Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)-3•ft•Ldd + 0.6•(10•psf)•Pt•Ldd Ldd DLRM := WR - 2 Holdown Force & Net Uplift: OTM - DLRM HDFdd Co•Ldd DLRM = 820.13 lb ft Step 4. Shear Wall Summary: Wind Force: vdd 270.93 lb ft 1 _ Co Co HDFdd = 2256.13 lb Seismic Force: Edd = 190.631b ft 1 OTM = 10972.731b ft B.P. Nailing Spacing Bp = 0.6 ft 16d @ 4" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf vdd 1 270.93 lb ft = Co Wind Toads per foot Bldg Width in direction of Load: Lt := 48.ft Edd = 190.631b ft 1 Co Seismic loads per foot Base Plate Nail Spacing (2003 NDS Tablell N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.261b Z'N := B =0.6ft P • vdd P Per Nail Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB• Co As = 4.9 ft Per Bolt vdd A.B. Spacing As=4.9ft 5/8" A.B. @ 48" o.c. Holdown Force: HDFdd = 2256.13 lb Holdown Types: MST48 *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line EE: Step 1. Wind analysis on wall Wind loads per foot: W2 = 119.981b ft i Distance between shear wall: L1:= 30.ft L2 := 18•ft Shear wall panels: Lee := (7.5)ft Lee = 7.5 ft C 10•ftl Max Opening Height = 0ft-0in, Therefore Percent full height sheathing: % := 100 % = 100 10• ft Co := 1.00 per IBC Table 2305.3.8.2 Wind Force: vee V1/ Ll+L2 2 2 Lee Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 6535.74 lb Seismic Force: E vee = 383.95 lb ft-1 vee = 383.95 lb ft 1 Co Assumed p := 1.0 V2E L1 + L2 0.7p Lt 2 Eee = 305 lb ft Lee Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 9.0.ft Lee 7.5'ft OTM := vee•Lee•Pt OTM = 25916.541bft Dead Load Resisting Overturning: WR:= 0.6(15.psf)•8•ft•Lee + 0.6•(10•psf)•Pt•Lee DLRM := WR• L2e DLRM = 3543.75lbft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830.1b CD := 1.6 ZB := As.CD ZB = 13281b OTM — DLRM HDFee := HDFee = 2983.04 lb As := ZB•C° As = 3.46 ft Per Bolt C°'1 ee vee Step 4. Shear Wall Summary: Wind loads per foot Bldg Width in direction of Load: Lt := 48•ft Eee co = 3051b ft 1 Seismic loads per foot Wind Force: Seismic Force: E vee = 383.951b ft 1 ee = 305 lb ft 1 Co Co B.P. Nailing Spacing Bp = 0.42 ft Base Plate Nail Spacing (2003 NDS Tablell N) 16d Common Nails & 1-112" Plate Hem -Fir ZN := 1224b CD := 1.33 Z'N := ZN-CD Z'N = 162.261b Z'N N Bp=0.42ft vee A.B. Spacing As=3.46ft 16d @ 4" o.c. 5/8" A.B. @ 36" o.c. P1-4:'7/16 Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Holdown Force: HDFee = 2983.04 lb Per Nail Holdown Types: Simpson MST48 *World of Designs & Engineers* '31 14-75AE. mo o 4,15 1104' 9-140/ lott 3 AIN FLQO <EY FL4\ Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line A: Step 1. Wind analysis on wall Wind Toads per foot: WI = 171.41 lbfi 1 WIE = 215.641bft1 Distance between shear wall: L1:= 30.ft Shear wall panels: La := (14.5 + 5 + 18)ft La = 37.5 ft Percent full height sheathing: Wind Force: ya 10•ft := 100 % = 100 10.ft Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vaa Laa + (W1+W1E) L1 2 2 va=131.6lbft1 va=131.61bft1 La Co Step 2. Seismic analysis on wall Seismic Weight per level: V1E = 5439.66 lb Seismic Force: Ea Assumed p := 1.0 Wind Toads per foot Bldg Width in direction of Load: Lt := 30.ft VIE L1 Ea •Laa + 0.7p --•- E Lt 2 Ea = 111.771b fft 1 a = 111.771b ft 1 La Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 8.0•ft La := 5•'ft OTM := va•La•Pt OTM = 5263.81 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•3•ft•La + 0.6•(10•psf)•Pt•2•La + 0.6(12•psf)•1.33•ft•La La DLRM := WR.- 2 Holdown Force & Net Uplift: Seismic loads per foot Base Plate Nail Spacing (2003 NDS Tablel 1 N) 16d Common Nails & 1-112" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B := Z'N B = 1.23 ft Per Nail P • va P DLRM = 1657.21bft Anchor Bolt Spacing (2003 NDS Table 11E) OTM - DLRM HDFa := HDFa = 721.321b Co•La Step 4. Shear Wall Summary: Wind Force: va=131.61bft1 Co 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 10.09ft Per Bolt va Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: -Ea =111.771bft1 Bp=1.23ft As = 10.09ft HDFa = 721.321b 16d @ 12" 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 Co Holdown Types: No Holdown *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line B: Step 1. Wind analysis on wall Wind Toads per foot: WI = 171.411bft 1 Distance between shear wall: LI := 30•ft Shear wall panels: Lb := (48)ft Lb = 48 ft Percent full height sheathing: Wind Force: vb 10•ft % :_ • 100 % = 100 10.ft l (WI + W lE ) Ll vbb•Lbb + 2 2 Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Eb W1E = 215.641b fi: 1 Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vb = 102.811b ft 1 vb = 102.81 1b ft 1 Lb Co VIE = 5439.66 lb VIE Ll Ebb•Lbb + 0.7p • Lt 2 Lb Assumed p := 1.0 Eb = 87.321b ft-1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 8.0•ft Lb := 48•ft OTM := vb•Lb•Pt OTM = 39478.6lbft Dead Load Resisting Overturning: WR := 0.6(15•psf)•3•ft•Lb + 0.6410•psf)•Pt•2•Lb + 0.6(12•psf)•1.33•ft•Lb Wind loads per foot Bldg Width in direction of Load: Lt := 30.ft Eb 1 = 87.321b ft Co Seismic loads per foot Base Plate Nail Spacing (2003 NDS Tablel 1 N) 16d Common Nails & 1-112" Plate Hem -Fir ZN := 122.1b CD := 1.6 Z'N := ZN•CD Z'N = 195.21b Z'N B = 1.9ft Per Nail P Bp := vb L DLRM := Wit.- DLRM = 152727.55 lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 518" Dia. Bolt (6" Embed) & 1-112" Plate Hem -Fir Holdown Force & Net Uplift: As := 830.1b CD := 1.6 ZB := As•CD ZB = 13281b OTM - DLRM HDFb := HDFb =-2359.35 lb As := ZB•C° As = 12.92ft Per Bolt vb Co.Lb Step 4. Shear Wall Summary: Wind Force: vb=102.811bft1 1 Bp=1.9ft Co 16d@16"o. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Eb - = 87.321bft Co As = 12.92ft HDFb =-2359.35 lb 5/8" A.B. @ 72" o.c. Holdown Types: No Holdown *World of Designs & Engineers* 14-75AE.mcc 36\i Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line C: Step 1. Wind analysis on wall Wind Toads per foot: Wi = 171.411bftft1 W1B = 215.641b1 Distance between shear wall: Ll := 30•ft Shear wall panels: Lc := (3 + 11 + 5)ft Percent full height sheathing: Wind Force: vc vcc•Lcc + 10•ft := 100 10•ft (W1 + W10 L1 2 2 Lc = 19ft % = 100 Max Opening Height = 0ft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 vc = 259.73 lb 1 vc = 259.731b ft 1 ft Lc Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 5439.66 lb Assumed p := 1.0 Seismic Force: Ec.:= VIE LI Ecc•Lcc + 0.7p --- Lt 2 Lc Ec = 137.871b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Wind loads per foot Bldg Width in direction of Load: Lt := 48•ft Ec = 137.871bft Co Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt := 8.0•ft Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1-1/2" Plate Hem -Fir Lc := 3-ft OTM := vc•Lc•Pt OTM = 6233.46lbft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•8•ft•Lc + 0.6410•psf)•Pt•2•Lc + 0.6(12•psf)•15•ft•Lc L DLRM := WR• 2 DLRM = 12421b ft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-112" Plate Hem -Fir Holdown Force & Net Uplift: As := 830•lb CD := 1.6 ZB := As•CD ZB = 13281b OTM — DLRM HDFc := HDFc = 1663.82 lb As := ZB Co As = 5.11 ft Per Bolt Co Lc vc Step 4. Shear Wall Summary: Wind Force: vc = 259.73 1b1 ft. Co B.P. Nailing Spacing Bp=0.62ft ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B = Z'N Per Nail B = 0 62 ft p • vc p A.B. Spacing As = 5.11 ft 16d @ 6" o.c. 518" A.S. @ 60" o.c. P1-6: 7/16" Sheathing wi 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 ,plf Seismic Force: Ec = 137.871bft1 Co Holdown Force: HDFc = 1663.82 lb Holdown Types: Simpson STHD10 *World of Designs & Engineers* 14-75AE.mcc Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line D: Step 1. Wind analysis on wall Wind Toads per foot: W1 = 171.411bf1 1 W1E = 215.641bft 1 Distance between shear wall: L1 := 18.ft Shear wall panels: Ld := (3.5 + 3)ft Ld = 6.5 ft Percent full height sheathing: % := (10.ft-1 100 % = 100 10.ft Wind Force: vd Max Opening Height = Oft-0in, Therefore Co := 1.00 per IBC Table 2305.3.8.2 (WI + W1E) L1 vdd•Ldd + 2 2 vd = 455.521b -1 vd = 455.521b ft 1 Ld Co Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Ed :- VIE = 5439.66 Ib VIE L1 Edd•Ldd + 0.7p - Lt 2 Ld Assumed p := 1.0 Ed = 241.81 lb ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 8.0•ft Ld:= 3-ft OTM:= vd•Ld•Pt OTM = 10932.541bft Dead Load Resisting Overturning: WR 0.6(15.psf)•3•ft•Ld + 0.6•(10•psf)•Pt•2•Ld + 0.6(12•psf)•16•ft•Ld Ld DLRM := WR• DLRM = 1071.9lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-112" Plate Hem -Fir Holdown Force & Net Uplift: A :- 830 lb CD1.6 ZBAs.CD ZB13281b s -:=: s D = OTM - DLRM HDFd := HDFd = 3286.88 lb As := ZB C° As = 2.92 ft Per Bolt Co Ld vd Wind loads per foot Bldg Width in direction of Load: Lt := 48.ft Ed 1 = 241.811b ft Co Seismic loads per foot Step 4. Shear Wall Summary: Wind Force: Base Plate Nail Spacing (2003 NDS Tablell N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B .= Z'NB = 0.36 ft Per Nail P vd P Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vd = 455.521b ft 1 Ed = 241.81 lb ft 1 Bp = 0.36 ft As = 2.92 ft HDFd = 3286.88 lb Co Co 16d @ 3" o.c. 5/8" A.B. @ 24" o.c. P1-47/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Holdown Types: Simpson STHD14 *World of Designs & Engineers* 14-75AE.mci Design by : B.T. 9/12/2014 10:56 AM PROJECT : 14-75AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line E: Step 1. Wind analysis on wall Wind bads per foot: W1 = 171.411bft 1 Distance between shear wall: L1 := 30•ft L2 := 18•ft Shear wall panels: Le := (3 + 4.5 + 11.5)ft Le = 19 ft Percent full height sheathing: Wind Force: ve 10•ft % :_ • 100 % = 100 10•ft LI + L2 vee•Lee+ (W1) 2 Le Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 5439.66 lb VIE L1 + L2 Eee•Lee + 0.7p Seismic Force: Ee;- Lt 2 Max Opening Height = Oft-0in, Therefore Co = 1.00 per IBC Table 2305.3.8.2 ve = 368.071b ft 1 ve = 368.071b ft 1 Co Assumed p := 1.0 Le Step 3. Checking Overturning Moment & Holdown on Wall Wind loads per foot Bldg Width in direction of Load: Lt := 48•ft Ee Ee = 220.61b ft 1 —co ft = 220.61b 1 Overturning Moment on Wall: Plate Height: Pt := 8.0•ft Le := 3 •ft OTM := ve• Le Pt OTM = 8833.71 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•8-ft•Le+ 0.6•(10•psf)•Pt•2-Le+ 0.6(12•psf)•1.33•ft•Le Le DLRM := WR• 2 Holdown Force & Net Uplift: OTM - DLRM HDFe := HDFe = 2678.21 lb Co•Le Seismic loads per foot Base Plate Nail Spacing (2003 NDS Tablell N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N Bp .= Bp = 0.44 ft ve Z'N = 162.261b Per Nail DLRM = 799.091bft Anchor Bolt Spacing (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 ZB = 13281b As := ZB Co As = 3.61 ft Per Bolt ve Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: ve = 368.07 lb ft 1 Ee— = 220.61b ft-1 Bp = 0.44 ft As = 3.61 ft HDFe = 2678.21 lb Co Co 16d @ 4" o.c. 5/8" A.B. @ 36" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 pif Seismic Capacity = 353 plf Holdown Types: STHD14 *World of Designs & Engineers* 14-75AE.mo City of Tukwila Department of Community Development May 13, 2015 BEN TRAN 33503 13th PI S, SUITE D FEDERAL WAY, WA 98003 RE: Correction Letter # 3 COMBOSFR Permit Application Number D14-0297 GEM CONSTRUCTION - 14066 33 AVE S Dear BEN TRAN, 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. Please revise your site plan per May 12, 2015 PW meeting with the applicant. Since the property is part of Landfair short plan, site plan shall be prepared by the plat engineer of record and not by the architect. Plat engineer of record, Mr. Han Phan, PE at 206 229-6422 shall modify the site plan to reflect the proposed house floor plan and its finished floor elevation. 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, ----6c Bill Rambo Permit Technician File No. D14-0297 Bann c,,.,t1 ,.,*,Y n ,.ice,. , a c7,;.711 T„v,.,;i,. Tai,...t,;.,,.*„tn 091QQ - DZ,, . 111i nz 1 ?K7n - L",,,. ,ni ,121 2IKc BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 4_ii -i—C or PERMIT # 01 L( '7 9 7 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 categor : Mobilization 0° Erosion prevention Water/Sewer/Surface Water - Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. ft-dol 949m4 I.0 c I6b�RiECTION cr.f . CORRECTION QUANTITY IN CUBIC YARDS RATE REC CITY OF Up to 50 CY Free 51 — 100 $23.50 MAY 101 - 1,000 $37.00 1,001 — 10,000 $49.25 PER11I' 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 ls"1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for lsi 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees EIVED TUKWILA 0 7 2015 CENTER 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. RECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 12/17/14 ova 7 MAR 0 9 20'5 PERMIT CENTER Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): 11'Od.2, LJ'{-OZsT q b/q-oL?7 Grantor: GEM Construction, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: NO496, -- /go76) 3 c VVV . 'i/414- 4... j�A1 Abbreviated Work Description: � 0TV x91:01--p NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. CORRECTION LTR# b1L1 0.z97 RECEIVED CITY OF TUKWILA MAY 0 7 2015 PERMIT CENTER IN WITNESS WHEREOF, said individual(s) have caused this instrument to be executed this /6 day of LV6.A , 2014 Authorized Signature STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify I have know or have satisfactory evidence that '//Li k'irYiv�'1 is the person(s) who appeared before me, and said person(s) acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the ge-e s of GEM Construction, a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated /0 / °' kill Jam, Not .' Public in p'rithe State of Washington a re 1: ing at fr,/ lejOttf My appointment expires , j 4 • "i DATED this eAv GRANTEE: CITY of TUKWIL By: Print Name: Its: Bob Giberson day of Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) cet126er- ,2014 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON Name: %C-C-t 1 / 47 �' COMMISSION EXPIRES + NOTARY PUBLIC, in and for the State of MAY 29, 2018 Washington, residing at �. ; IC( My commission expires: City of Tukwila Department of Community Development April 16, 2015 BEN TRAN 35109 PACIFIC HWY S FEDERAL WAY, WA 98003 RE: Correction Letter # 2 COMBOSFR Permit Application Number D14-0297 GEM CONSTRUCTION - 14066 33 AVE S Dear BEN TRAN, 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 wet signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current wet signed stamp -seal. (BUILDING REVIEW NOTES) 1. Three site plans with the plan set, pages SP1, EC1 and plan cover sheet site plan show different topographical elevations and finish floor elevations of the house to be inconsistent of each. Provide the necessary site plans revised to show consistency in site topographical elevations including finish floor elevation. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Please add the cost of storm drainage work to your attached cost estimate. 2) Since each permit stands on its own, applicant shall execute with notary Hold Harmless Agreement for Right of Way work. Public Works has a notary public on staff. Agreements that were submitted with permits D14-0252 and D14-0253 are not valid for this permit. 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, '14) R._01X Bill Rambo Permit Technician File No. D14-0297 6300.Snuthrontor Rnulovnrd .Giito it inn • Tukwila Wn.chin otnn 9R1RR • Phnno 206-431-3670 • Far 7n6-431-3665 The Residential Group, LLC. World of Designs & Engineers 35109 Pacific Highway S Federal Way, WA 98003 Main: 253-235-5532, Fax: 253-944-1972 February 17, 2015 Attn: City of Tukwila Re: Gem Construction 14066 33rd Ave S Tukwila, WA This letter is in response to your plan review comments for the above -referenced plan. The responses are listed is in the order of the review comments. Building Department: 1) The Engineer has signed & Stamped the plans 2) The Main Floor Plan Note for the seismic strap on sheet A3 has been updated to the 2012 UPC & Section 507.2 3) The Elevations are now noted with North, East, West & South 4) Site Plan - the finished floor elevation and the benchmarks have been noted 5) See Civil Plan 6) The note for the combustion air has been added in the garage 7) Slab on Grade was chosen for the foundation 8) The details on sheet S3 has been updated 9) The crawl space option has been removed 10) The safety glazing note has been added 11) Dimensions for all roof over hangs have been added 12) Detail added Please feel free to give us a call if you have any questions. Sincerely, Binh Tran, E.I.T Design Engineers CORREC ION LTR# RECEWED CITY OF TUKWILA MAR 0 9 2015 PERMIT CENTER �Z Cityof Tukwila J Jim Haggerton, Mayor r� o Department of Community Development Jack Pace, Director s March 13, 2015 Matt Grimm Gem Construction 21501 Connells Prairie Rd Buckley, WA 98321 RE: Request for Extension #1 Development Application No. D14-0297 Gem Construction —14066 33 Ave S Dear Mr. Grimm, This letter is in response to your written request for an extension to Application Number D14-0297. The Building Official, Jerry Hight, has reviewed your letter and considered your request. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional six months from the date of expiration, through September 12, 2015. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D14-0297 W:\Permit Center\Extension Letters\Applications\2014\D14-0297App Extension Letter#1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: gem.construction <gem.construction@comcast.net> Sent: Tuesday, March 10, 2015 12:49 PM To: Bill Rambo Subject: Ext for permit D14-0297 Hello Bill, I am requesting a extension for my SFP of D 14-0297. Extension is needed do to the permit company i hired not getting resubmittle documents done in time. Thank you, Matt Grimm Gem Construction Inc. Gem.construction@comcast.net Happy Connecting. Seni from my Sprint Samsung GalaNy S® 5 Request for Extension # \ Current Expiration Date: xtension Request: Approved for / days _ Denied (provide explanation) Signature/Initials 6/V / 1 City of Tukwila Department of Community Development December 5, 2014 BEN TRAN 35109 PACIFIC HWY S FEDERAL WAY, WA 98003 RE: Application No. D14-0297 GEM CONSTRUCTION Dear BEN TRAN: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0297 for the work proposed at GEM CONSTRUCTION () has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 03/12/2015. 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, '"?>tc Bill Rambo Permit Technician File No: D14-0297 c 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development October 13, 2014 BEN TRAN 35109 PACIFIC HWY S FEDERAL WAY, WA 98003 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0297 GEM CONSTRUCTION - 14066 33 AVE S Dear BEN TRAN, 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. The engineered plans have the engineer's stamp and signature. However the Structural Calculations stamp has not been signed by the engineer. Please provide signed/stamped calculations by the engineer. 2. Main floor plan on sheet A3 indicated seismic strap per 2009 UPC 508.2. Revise notes to specify current 2012 UPC and section 507.2. Verify other notes refer to 2012 codes. 3. Revised elevations on the elevations sheet to specify North, East, South and West side views. 4. On the site plan show elevation bench marks at the street with finish floor elevation. The house elevation shall be sufficient to provide sloping away from the house and provide crawl space drainage (if applicable). 5. 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. 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. 6. Show combustion air provided in the garage for the gas appliances on the floor plan sheet in addition to notes specified on the general notes page. 7. Sheet S2 shows two types of foundations with slab on grade or crawlspace. Specify which shall be used and cross out the other plan. If slab on grade is to be used, provide details to show the proposed method for a thermal break (insulation) extending up to the top of the concrete slab. 8. Sheet S3 detail key references on the plan # 206 & 203 are not consistent and it appears one detail is missing. Provide clarification and the missing detail. Also the framing for the floor is indicated as 2x12 joists. Details show I -Joist. Indicate one or the other for consistency. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • 9. The one foundation plan shows a block out for the mechanical work (ducting) similar to the crawl space foundation plan. If the intent is to have the slab on grade, provide specific details with specifications for materials and installation of ductwork below the floor slab. Otherwise remove the block out indicating mechanical ducting shall be above ground. 10. The 5020 window at the stair entrance landing shall need to be specified as Safety Glazing. It also appears the window is close to the landing floor according to the elevations. Please clarify. Refer to Safety Glazing notes #10. (IRC R308.4.6) 11. Provide dimensions for all roof over hangs. 12. Provide details with material and hardware specified for exterior deck ledgers, guardrails, guardrail construction/attachment to exterior of the deck and exterior entry stair construction. Details shall show specific method for flashing at deck cantilever and landing ledgers. Provide that clarification. Include specifications for the deck finish surface materials. Show how the deck underside is covered for protection from exterior elements. (IRC SECTION R507) • PLANNING DEPARTMENT: Minnie Dhaliwal at 206-431-3685 if you have questions regarding these comments. • The City was granted a permanent Sidewalk, Street Lighting, and Utility easement along the western property line of this site, recorded with the King County Assessor under recording number 20140620000769.The easement area is for the sidewalk and cannot be used for off-street parking area. Please move the house further east to accommodate parking in the driveway without overhanging in the sidewalk easement area. • PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. Your site plan (lot 2 of Landfair short plat) and erosion control plan shall be prepared, stamped and signed by a WA State licensed professional engineer. Please contact short plat engineer of record, Mr. Han Phan, PE, phone 206 229-6422 to prepare the plans. Submit supporting storm drainage report/calculations/perk test results. 2) Show existing and proposed contours in 2-ft intervals, driveway slope, spot elevations and house finished floor elevation. 3) Dimension and label existing Valley View sanitary sewer easement and existing 6" sanitary sewer stub. Show sanitary service to the house and obtain sanitary sewer permit from Valley View Sewer District. 4) Show how power and telecommunication service will be provided for the house. Contact Seattle City Light at 206 384-1671 to obtain approval. All utilities shall be placed underground per City of Tukwila Undergrounding Ordinance. If the power conduit is going to be installed by the contractor please show it on plan. A separate Tukwila electrical permit is required for electrical conduit installation. 5) Proposed house shall have a fire sprinkler system installed. Applicant shall obtain a WM permit from Water District #125 and show proposed WM and water service to the house. 6) Proposed house shall be moved slightly to the east to have adequate driveway length to park the cars in front of the garage without encroaching into the future sidewalk. 7) Cost estimate shall include work in the right of way and on private property. Revise your cost estimate to include erosion/sediment control, storm drainage and driveway cost. 8) Submit a bond or cash deposit for 150% of the value of the right-of-way work to be done and copy of Insurance certificate naming City of Tukwila as additional insured. 9) Applicant shall execute the attached Hold Harmless Agreement for Right of Way work. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0297 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0297 PROJECT NAME: GEM CONSTRUCTION SITE ADDRESS: 14066 33 AVE S Original Plan Submittal X Response to Correction Letter # 3 DATE: 05/18/15 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: t toi-4-5- Building Division 111 AU) C, Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/19/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/16/15 AOPP Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0297 PROJECT NAME: GEM CONSTRUCTION SITE ADDRESS: 14066 33 AVE S Original Plan Submittal X Response to Correction Letter # 2 DATE: 05/07/15 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Ap Building Division IM �= Is Public Wor Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Planning Division Permit Coordinator DATE: 05/12/15 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/09/15 Notation: REVIEWER'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: D14-0297 DATE: 03/09/15 PROJECT NAME: GEM CONSTRUCTION SITE ADDRESS: 14066 33 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: /4 I✓vv' 5-13-K Building Division 5 tow 4-10 VAS Pic Works Fire Prevention Structural mcs _ O 3011i5 Planning Division Permit Coordinator r PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/12/15 n Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/09/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only�` CORRECTION LETTER MAILED: '-i'11 I4 t v" Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: G K_ 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0297 PROJECT NAME: GEM CONSTRUCTION SITE ADDRESS: 14066 33 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 09/12/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ciek Building Division 6,NS Cow Public Works At4JC., Fire Prevention Structural q-)-4-0/1 mi9 Planning Division MB n Permit Coordinator Ili PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/16/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/14/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only rr� ff CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping — PW Staff Initials: 1,t4 12/18/2013 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. Date: 5./ r//� Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ▪ Revision # after Permit is Issued Din;q7 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: (''\ s•-\(-(A c2 . i "" \ c s (l- ^(� Project Address: / qC)k. ""?,3 Contact Person: r " `A, (\ ' ((\ frN Phone Number: 0‘ '31 -4 Sumpary of Revision: K vis s( l &s, b d' E c�ee C te 4) ic,„(-\ eLA,c,\AA4-`,/ect '15 iv/ 01(' RECEIVED ITV OF 1 UKWILA MAY 18 2015 IT CEN uuR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on a-41 r145 r r • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa. us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan ChecWPermit Number: D 14-0297 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 RECEIVED env o rl<orwtu ❑ Revision # after Permit is Issued HAY .0 7 2015 ❑ Revision requested by a City Building Inspector or Plans Examiner AFR41T CENT A Project Name: GEM Construction Project Address: 14066�-33 Ave S Contact Person: tl �P('-M- Phone Number: 00, 9 / 7r�-7l7 Summary of Revision: WC C t ��� -flay-C� s (' d:1 NO10 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �^ (�✓J Zr Entered in TRAKiT on v 5/07 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila epartment 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. Date: /o / S Han Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # j ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 'D l MOWED WWED OP Ykt1 W 4 MAR 10 2015 gERRAIT OENTER Project Name: G •Pl/v\ Co v‘s C7 1 o Project Address: / I/D�4 33 L S s V Contact Person: V �G�-t l.�lc-Phone Number,'T1 / -22 / Summary of i" evision: Mo f al k .les3 )a Si -` C. n 67,e.4 ‘t.,-k-- -s- 0(Li -r. t n)q-0,25-3 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: G, lx-. V( Entered in TRAKiT on 037/ 0 f f 5 09/02/2014 10:34 FAX 206 242 4082 Roadrunner 0004 .•N ORhI.�'G TORAIW : I BE7'h'R INYIRas a£AT ° Residential: $ 50.00 Ortificate of Sewer Availability OR C Certificate of Sewer Non -Availability 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax (206) 242-1527 CERTIFICATE OF SEWER AVAI BILI / NON AVAILABIh1N Commercial: $ 100.00 Part A: (To Be Coi4 leted By A lic nt Purpose of ert'ificate: uilding Permit ❑ Preliminary Plat or PUD p Short Diirision 0 Rezone Proposed/).se: jID' Residential Single Family Applicant's Narr a (i ce,, CovN (u-clots,'iA t., l ❑ Other ❑ Commercial ❑ Residential Multi -Family ❑ Other Phone Number j'f q3 t -».- Property Address or approximate location Tax Lot Number ID. 509. Legal Descriptor' (Attach Map and legal Description if Necessary ); 1.4-ea.p-k c > t 3 Part B: (To be Comifleted by Sewer Aaencvl a. A Sewer Se I ice will be provided by side sewer connection only to an existing I6 size sewer 1' n feet from the site and the sewer system has the capacity to serve the proposed use. oR ❑ b. Sewer servilce will require an improvement to the sewer system of: feet of sewer trunk or lateral to reach the site; and/or ❑ (1) ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked C a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3• a. The proposed project is within the corporate limits of the District, or has been granted Boundary W Review Boa d approval for extension of service outside the District. OR c a. Annexation r BRB approval will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ Its SFC: $ Unit: S (Subject to Change on January 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge mar be due upon connection to sewers. b. Easements: Permit $ Total $ {®v c. Other I hereby certify that 4e above sewer agency information is true. This certification shall be valid for one yea • B E 11/E D from the date of signature. ?/2cx yp TUKWILA ❑ Required ❑ May be Required Title Date biii“A017 SEP 1 2 2014 PERMIT CENTER 09/02/2014 10:35 FAX 206 242 4082 Roadrunner Zoos ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District') Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the Districts service area, for the sole purpose of submission to the King County Departrcent of Developmer t and Environmental Services, King County Department of Public Health, City of Seattle, C'ty of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficilry principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant anc its successors and assigns and does not constitute and may not be relied upon as the Districts guarantee the t sewer service will be available at the time the applicant may apply to the District for such) service. 3. As of the date of the Districts signature on this Certificate, the District rebresents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicar t. The District makes no other representations, express or implied, including without limitation that the applic:nt will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before thle applicant can utilize the sewer service which is the subject of this Certificate. 4. lithe District or the applicant must extend the District's sewer system to p lovide sewer service to the Property, the District or applicant may be required to obtain from the apprhpriate governmertal agency the necessary permits, approvals and authorizations. In addition, the governmental agency may esta. Iish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property) 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and complian.:? with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, ' and fully understand the terms and conditions herein. Applicants signature Search results ISelected parcel(e) 1 ) New selectbn' -- I_E • i' 0 Add to aelcCNon 5elc[red p"rt"Ir,: 1 num6ar :}(J.,518D0071 14OS2 3PDAVES e8166 Map layers 4 wA �N cal 1626046071 award uae; Single Femlty(Res Use/Zane) krisdlatlOn; TUKWILA over name; ORCA HOMES LLC Addree5: 14062 33Rb AVE 5 88188 bad value; $188,800 Lot area; 51,838 Levy code; 2413 magma J!(gtrint4 Renart rig Ooullly MaeWr Date RECEIVED CITY OF TUKWILA SEP 1 2 2014 PERMIT CENTER 09/02/2014 10:34 FAX 206 242 4082 Roadrunner Ii 002 14 3 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 CERTIFICATE OF WATER AVAILABILITY -- PERMIT NO.: Part A: To'be.coinP iyitppBc': • Si� dress (attach map and legal description showing hvdrmt location and sire of main): roam/ /SZ I4oxx 53rd PJL This certificate is for the purposes of: igResidential Building Permit Commercial/Industrial Building Permit Estimated number of service connections and water meter size(s): 1 vehicular distance from nearest hydrant to the closest point of structure is Area is served b (Water Utility District): /Z © Preliminary Plat © Rezone ❑ Short Subdivision ` ❑ Other R 7 Date Part B: Tilsit completed by wateratidt9:district ru e L14 1 (City,County) 1. 2. The proposed project is within la CID required. 3. The improvements required to upgade the water system to bring it into compliance with the utilities' comprehensive plan or to meet th minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheer Ifmore merest heeded) 4. Basal upon the improvements listed above, water can be provided and will be available at the site with a flow of 5a0 gpm at 20 psi residual for a duration of 2 hours at a velocity of 9 fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item 8-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is sue and correct i< i tcy oCoLssJ1a'J�a' . D i c r 2.5 AgCfe 2.06~2&12..~9547 n/CefiJr Paot.dekeea By Date CgxP%F 5 7•--24-15) This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" nMpptiatiw \Pam►APPnioeene On r.m 1:011-eS Wee, Awlobaryas Revised: Mry le11 Ca RECEIVED CITY OF TUKWILA or Short Install.SEP 1 2 2014 PERMIT CENTER 09/02/2014 10:34 FAX 206 242 4082 Roadrunner Z 003 Attachment to Certificate of Water Availability King County Water District Na. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate') 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate, 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the Districts guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including co '.ervation, water restrictions, and other policies and regulation th =, . in effect. Applicant's Signature ollirr .At Date 7 47'f" /y ,111, District Representa Date 7 — Z 14/ RECEIVED CITY OF TUKWILi SEP 1 2 2014 id PERMIT CENTER GEM CONSTRUCTION INC Page 1 of 2 Horne .Inicio en Espanol Contact Search L&I F A-Z Index Help My Secure L.,&..I Safety Claims & Insurance Workplace Rights Trades & Licensing Washington State Department of Labor & Industries GEM CONSTRUCTION INC Owner or tradesperson Principals GRIMM, MATT Doing business as GEM CONSTRUCTION INC WA UBI No. 602 033 731 21501 CONNELLS PRAIRIE ROAD E BUCKLEY, WA98321 253-447-4091 PIERCE County Business type Corporation 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. GEMCOI*005MC Effective — expiration 07/03/2000— 06/26/2016 Bond ................. CBIC Bond account no. LB8060 $12,000.00 Received by L&I Effective date 05/10/2002 05/10/2002 Expiration date Until Canceled Insuran.ce .......................... Wesco Insurance Co Policy no. 9964508A $1,000,000.00 Received by L&I Effective date 06/09/2015 06/09/2013 Expiration date 06/09/2016 Insurance history Savings ..................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ........................................ No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ................ _ ............ _ ........................ No license violations during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602033731 &LIC=GEMCOI*005MC&SAW= 6/24/2015 Layout Name: Layoutl Landfair Short Plat\CADD\Drawings\Building Permit\R12100—PS—ECI—LOT 3.dwg L: \Working\R12100 Han Phan LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EXISTING EASEMENT LINE L ' PROPOSED RESIDENCE PROPOSED DISPERSION / INFILTRATION TRENCH CORNER SET \ \ \ \ t• �a. r?rr \ \\ \. \ '\ \ `\ ` c,'; (rti ;, \ ^1q, WV Nf. at. JO A It 380' INSTALL G,ONSTRUCTION.EI`G N ER DETAIL THIS HEET \ HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. i \ rf s" f: ti{ HOUSE N': _COR::::363.1' • p fl (E:: E"? l:: GH •['= 374. 5' / r/ / 1 / <_Q O O O O 0 0 \ \ ri \ Fe O 0 • /::}1�.} ITISTALL 320 LF SILT FENCE i 1ER DETAIL THIS SHEET _ a L° 5S LOT , f J f \ j t \ I \ f \1 sr; / :_ (3 N89°400'03'E, 223.78' / O 0 0 O O \ G\k. 0o �5 \ Ne„ A SN 77 :tE O IY89°40'8'E 0 r rtr r rr 172.31 ss t MINIMIZE DISTURBANCE, IN THIS AREA DURING CONSTRUCTION LOT2 LOT1 Ff J) O h 1 � ! t t ' • \. • 2 % 110' PVT. SEV SEMEN .411 • 44 CATCH BASIN CATCH 1.00' WIDE \ID BR IN M SS TACK IN )NUME:NT CASE rt- 41, JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC UNDISTURBED GROUND POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH GEOTEXTILE UNDERLINE PER KING COUNTY ROAD STANDARDS 4" TO 8" QUARRY SPALLS NOTES: 100' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL SCALE: NONE PLANNING APPROVED plans without approval from Planning Division of DCD AAP REVISIONS No changes shall be maZle to the scope of work without prior approval of Tukwila Building Division. NOT1 Revisions will require a new plan submittal Zndmay include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: 0 Plumbing Gas Piping al;/ of Tukwila FLIILrYNCI DIVISION FILE COPY Permit No. 1/-4- 002-q 7 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Date: (31,,e,( ) City of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject 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 date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. - Final acceptance is subject to field inspection the Public Works milities inspector. Date: REVVED FOR CODE COMPLIANCE ' APPROVED City of Tukwila BUILDING DIVISION CORRE TION RECEIVEn TUKVILUS PUBLACVNIO CITY OF TUKWILA PERMIT CENTER REFERENCE SHEET NO. EC1 SHEET 2 OF 2 SHEETS LU 00 CT) c4_ rt cd or, 0 , c.f) L.) cf. c) Ci cn EL 0 REVISION DESCRIPTION 1 7 0 T 0 —I Layout Name: Landfair Short Plat\CADD\Drawings\Building Permit\R12100—PS—SP1—LOT 3.dwg L: \Working\R12100 0 0 0_ 0 E 0 0 N 10 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 1,547 SQ. FT. (INCLUDING OVERHANG) WALKWAY & PATIO 76 SQ. FT. DRIVEWAY 814 SQ. FT. TOTAL 2,437 SQ. FT. 2,437 / 9,901=0.246X 100% = 24.6% IMPERV. SURF. COVERAGE LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EXISTING EASEMENT LINE C 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC ' PROPOSED RESIDENCE 3 PROPOSED DISPERSION / INFILTRATION TRENCH CORNER SET CLEAN OUT WYE FROM PIPE \ \ • 0 =a Q \ i 360 \ HORIZONTAL GRAPHIC SCALE \ 20 10 0 10 20 1 inch = 20 ft. R=10' \ O 'L.. / / . HOUSE ��.1. fiNiSH FLOOD-363.J' BASEMENT=.3 5.J' OME \♦o, ♦ • • • • • /r<"i / /: 1 YARD DRAIN OR CB LOT 4 { N89°40'03"E; 223.78 PROPOSED SINGLE FAMILY RESIDENCE E=360.50 (SLAB ON GRADE) Ol i • i \\♦ ♦ \ Y \ 111 \\— \ EX.18" SEWER MAIN EX. 6" SIDE SEWER STUB 7.5'BSBL • YARD DRAIN OR Cl 1 � rrr. .--•rrrr.rrr. • G { /5 T rS' FLgWP-ATH SEGMENT— rrr - rrr rrr — . rr rr r r r r r r.--• rrr. �.—•rrrrrrrrr r_ ...cs N89°40'03"E 172.31' ti 95.31' LOT EX. 6" SIDE SEWER LOT 1 {J; • • "v i l6'VT. SEWER SEMEN T t6\ ' O '1 LEI ':N MC NE. MEN r CASE • N• \. • eL !'l t \`• . \ A CAT., BASIN s riwre.d by the ?ublic Jorli `pcpaitrrmtj .-elir rnam with current City 'standards. Acceptance is snbiect to c rr irr and N. omis ions which do not authorize v'i 711if Ong ado') sf p ar s or ordinances, The nsibif for t „ d quac` cp _tl e deign.° rests totally) mitft the desig er. Additions, deletions or revisions re draw' ngs after this date will void this acceptance and *ill require a resubmittal of revised dmr-ings fo,r stbsequent approval. the A •r 0 ` { acceptance is subject to field inspection ublic Works utilities inspector. By: • TRAC i A COURT 00' WIDE • CONSTRUCTION NOTES: O CONSTRUCT GRAVEL STRIP (30'L X 2'W X 2'D) PER DETAIL 3 THIS SHEET. O CONSTRUCT (2'W x 10'L x 2'D) FOOTING INFILTRATION TRENCH PER DETAIL 2 THIS SHEET. O CONSTRUCT 25' LONG DISPERSION TRENCH PER DETAIL 1 THIS SHEET. ® INSTALL 82 LF 1 Y4" WATER SERVICE LINE. i.V.I. tt.r4 vip tec-rtot R. Q D. 05 UTILITY TRENCH (POWER & COMMUNICATIONS). © INSTALL 58 LF 4" PVC SIDE SEWER @ 2.0% MIN. O INSTALL 5 LF 4" PVC FOOTING DRAIN (SLOPE TO DRAIN). ® INSTALL 10 LF 4" PVC @ 0.00%. O INSTALL 15 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). 10 INSTALL 5 LF 6" PVC SOLID PIPE @ 1.00% MIN. 11 INSTALL 1" WATER METER (BY WATER DISTRICT #125). CONSTRUCT 18' WIDE CONCRETE DRIVEWAY PER LEGEND. 13 CONSTRUCT 18' WIDE ASPHALT DRIVEWAY APPROACH PER LEGEND. GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. 2.0' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2' GRAVEL STRIP DETAIL SCALE: NONE BACKFILL EXISTING GROUND WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" (TYP) FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE FOUNDATION BACKFILL .PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" .WASHED •ROCK • .FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A —A SCALE: NONE • 2.5' • SEE PLANS • END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD 10.0' MIN IP 5.0' MIN EXISTING GROUND \i, ) ROOF DRAIN 11\___ CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VIEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK BEND IF NEEDED FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS PRESSURE TREATED GRADE BOARD 30" 4" SOLID PIPE 6" RIGID PERFORATED PIPE 4 LAID LEVEL 4" X 4' FILTER FABRIC SUPPORT POST SECTION A -A REViEWED FOR cODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. 2" GRADE BOARD NOTCHES ROOF DISPERSION TRENCH DETAIL SCALE: NONE RECEIVED CITY OF TUKWILA MAY 1 8 2C15 PERMIT CENTER REFERENCE SHEET NO. SP1 SHEET 1 OF 2 SHEETS co 0 CO a) n c) L.) LC) Lu o ct 4:4 Ca 11- < ?.°1- 0 cn Lu fa a) co 01 Ct F- ro ttl la Ln CL H. H. PHAN DESIGNED BY: H. H. PHAN CHECKED BY: PROJ. MNGR: REVISION DESCRIPTION 0 PROVIDE 10' X 4' CONST. .ENTRY PER CITY. STANDARD LOT AREA = 9901 SQ.FT.. PROPOSED BUILDING COVERAGE = 1335 SQ.FT. PROPOSED PAVEMENT COVERAGE = 717 SQ.FT. TOTAL PROPOSED COVERAGE = 2052 SQ:FT. = 20.73 % o KEF EREN SH6gTS (1 OF 27) .•Fo RUC ion 14O66.33RD...•AVE•STTJK\XTiIiA• WA 98168 PARCEL NUMBER 1523049318 LEGAL DESCRIPTION: LOT 3 CITY OF TUKWILA SHORT PLAT NO RECORDING N0.50140715900001 (BEING A PORTION OF: SW QTR SW PLAT BLOCK: PLAT LOT: L 12-01.8 QTR QTR . STR 1 5-23-04) 2 (2)L'x2'x30'_ INFILTRATION TREND 0-4" OVER FLOW PIPE 96' /. NOS 5 s 20F2).. .D too oR� Jd3 J m m 1.0 0 0 0 10 0 N 0. 0 0 z CORRECTION REV WED FOR ,CODE COMPLIANCE APPROVED . Yy MAY 282015. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 072015 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 PROM 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 PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: N I 00 V- et I I rn in tn N N W X O U-a. 0_ � W 0) R 0 C zW cf) o V � � c:4 ceD o CS 1BY: 00 00 DATE: A.H. j 4/29/15 CHECKED: B.T. SHEET NO. SITE PLA JOB NO. 4-75AE PERMIT CENTER GENERAL NOTES: CODES: DESIGN IS 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. I. 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 HARRIERS / 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 THE FRAMING SHALL NOT EXCEEtINCH. 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 R311.3, R311.5 THE FLOOR OR LANDING AT THE REQUIRED EGRESS DOOR SHALL NOT BE MORE THAN I-I/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, R311.8.3 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 GRADE OR A FLOOR BELOW. GRADE SHALL BE MEASURED 36' HORIZONTALLY FROM THE 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 (mood Raved building) R402.1I No U-Factor or Total UA Equivalent Compliance R402.13/R402.1.4 GlazingU-FACTOR 10 area % of Floor FENESTRATION Ceiling Insulation Above Grade Wall Below Grade Wall (footnote c) Floor <overur ae,� "r 3 Slab On Grade Vertical doore4win ow5 Overhead Attic Vaulted Interior Exterior UNLIMITED 0.30 0.50 R-49 or R- 8 A R-38 R-21 Int. R - 21, w/ TB R - 10 R-30 R-I0 FOOTNOTES I. IDENTIFY THE COMPLIANCE METHOD. THE MOST COMMON AND SIMPLEST APPROACH IS 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 FORCED -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 HEAT -RECOVERY VENTILATION SYSTEM (MI5013.1). 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 B) MEDIUM DWELLING UNITS NOT INCLUDED IN A) ABOVE %SMALL DWELLINGS/a, OR C) BELOW 3%8LARGE 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:/AUIJJJENERGY.WSU.EDU/BUILDINGEFFICIENCY/ENERGYCODE/2012ENERGYCODE.ASPX. STAFF CAN ALSO ASSIST WITH PREPARATION OF THE WORKSHEET. 5. TO MEET NE PRESCRIPTIVE OPTION ALL FENESTRATION PRODUCTS SHALL COMPLY WITH THE REQUIRED U-FACTOR LISTED IN TABLE R402.I.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 15 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 [ECG CHAPTER 2 AND ARE CONSIDERED COMPACT FLUORESCENT LAMPS, T-5 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 403/3.42 FAN TESTED CFM 9 25 LUG MIN. FLEX DIAMETER MAX LENGTH IN FEET MIN SMOOTH DIAMETER MAX LENGTI- IN FEET MAX ELBOW, 50 4' 25 4' 10 3 50 5' 90 5' 100 3 50 6' NO LIMIT 6' NO LIMIT 3 SO 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 I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FT FROM LENGTH FLEX DUCTS OF THIS DIAMETERARE NOT PERMITTED WITH FANS OF THIS SIZE. TABLE MI601.1.1 (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 (03950mm) 28 0.0115 16 AND 18 INCHES 0.0181 (0.4112mm) 26 0.018 20 INCHES AND OvER 0.0236 (0.60I0mm) 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 SHALL 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 GLOUJ, 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 I 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 BW 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 CAR3ON MONOXIDE ALARMS: RC SECTION R314 4 WAG R315. ALL SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL2I1 AND INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF 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 IMMEDIATE VICINITY OF THE BEDROOMS, IN NAPPING AREA OF FAMILY CHILD DAYCARE HOMES, ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS AND HABITABLE ATTICS. EXI-I4UST FANS: RC 3303.4, SECTION M1501, 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 15 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. fHE 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 MI502, 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, MI505, MI901 4 M1306. ALL KITCHENS SHALL BE PROVIDED WITH EXHAUST HOODS CAPABLE OF EXHAUSTING 100 CFM AT .25 NCHES WATER GAUGE. EXHAUST HOODS SHALL BE INSTALLED IN ACCORDANCE JJITH MANUFACTURER INSTALLATION INSTRUCTIONS AND DISCHARGE TO THE OUTDOORS. FIREPLACE 1-IEARTH EXTENTION: IRC SECTIONS R1004.2, RI001.9, R1001.10 AND M1414.2. HEARTH EXTENTIONS OF APPROVED FACTORY -BUILT FIREPLACES SHALL BE INSTALLED IN ACCORDANCE J)ITH LISTING OF THE FIREPLACE. THE HEARTH EXTENTION SHALL BE READILY DISTINGUISHABLE FROM THE SURROUNDING FLOOR AREA. MASONRY FIREPLACE HEARTHS 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 COMSUSTABLES FIREPLACE FIREBLOCKING: IRC SECTIONS R302.13, RI001.11, 1003.18, 1003.19, AND MI306.2.1. COMBUSTABLE INSULATION SHALL BE SEPERATED A MINIMUM OF 3' FROM NEAT PRODUCING APPLIANCES. COMIBUSTION AIR/EXTERIOR AIR SUPPLY: RC SECTIONS R303.4, RI001.1.1 (WAG), 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 THEATERS: UPC CHAPTER 5 4 608, IRC SECTION MI301.2, M2005 4 IECC/I.USEC 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/DWELL ING DOOR/OPENINGS: IRC SECTION R302.5.1 OPENINGS BETTEEN THE GARAGE AND RESIDENCE SHALL SE EQUIPPED WITH SELF -CLOSING, SOLID WOOD DOORS NOT LESS THAN 1-3/8' (35MM) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN I-38' THICK, OR 20-MINUTE FIRE -RATED DOORS. GARAGE/DWELL ING SEPARATION: IRC 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 GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPERATION IS 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: IRC SECTION R801.I BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREA THAT EXCEEDS 30 SQ 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 THE 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 BOTHE SIDES. STAIR TREADS, RISERS 4 RAMP SLOPE IRC SECTION R311.1.5 4 R311.8.1 THE MINIMUM RISER HEIGHT SHALL SE 1-3/4'. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8'. THE MINIMUM TREAD DEPTH SHALL BE 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-1/4' 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/WINDING 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 MALL BE 26' WITH EACH TREAD HAVING A 1-1/2' MINIMUM TREAD DEPTH AT 12' FROM T-IE NARROWER EDGE. ALL TRADS SHALL BE IDENTICAL, AND THE RISE SHALL BE NO MORE 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 1 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. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. HALLWAYS: THE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 1003.23, 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. 1004332. 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 11/2 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.I THROUGH MI5013.1 OR IN ACCORDANCE WITH SPECIFICATIONS ALLOWED IN THE INTERNATIONAL MECHANICAL CODE. CONTROLS AND OPERATION (MI50832): 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 SE 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 MI50133(1) CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEM AIR FLOW RATES TABLE M1501.3.3(I) DWELLING UNIT FLOOR AREA (SF) NUMBER OF BEDROOMS 0 - I 2-3 4-5 AIRFLOW IN CFM <I500 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 EVERY 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 MI5013.5(2) SAFETY GLAZING THE FOLLOWING SHALL SE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING I) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT J9L- E ii,,. - 2) GLAZING IN FIXED PANELS AND SLIDING ORS IN�I�INELS OF;SfIa�NCz SWINGING TYPE DOORS OTHER THAN WARD O .NELT.cT�ar` . °, ®'aF'TYE�E p;�Pl�r'�1TED9'�': 3) GLAZING IN STORM DOORS. nlsr 1r,F1;NsVJPBY+�ES!)� p�; 'rEDf.tRA1jSBLE. 4) GLAZING IN ALL UNFRAMED SWINGING DO. R . - cd'��'`' "� rb, F'A.fE4F..0ditr�ti a vC �. m e 5) GLAZING IN DOORS AND ENCLOSURES FOR H9T TUB5;WHIRL j4 STEAM ROOMS, BATHTUBS, AND SHOWERS'GLAZINC& IN)A1 Y �'ORTION��r �4 BUILDING WALL ENCLOSING THES COMPART�f,ENTS`WHERE'IT,NEi130,( I"i Qom EXPOSED EDGE OF THE GLAZING IS LESS TH' N 60, INcklE5 Ak5Ov 4pSTANDIr SURGACE AND DRAIN INLET. '' '� ii' G e. ,,,, ^ Pn o, � 6) GLAZING IN FIXED OR OPERABLE PANELS ADJACENT FD A.D R IJtH RE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN 24 INCH ,SRC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCES ABOVE THE WALKING SURFACE. 1) GLAZING IN FIXED OR OPERABLE PLANELS OTHER THAN THOSE COVERED BY ITEM NUMBER 5 AND 6 WHICH HAVE A GLAZED AREA IN EXCESS OF 9 SQUARE FE AND THE LOWEST EDGE 15 LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR, OR TOP EDGE MORE THAN 36' ABOVE THE FLOOR LEVEL OR WALKING SURFACE WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF SAGETY GLAZING, SUCH GLAZED PANELS MAY BE PROTECTED WITH A HORIZONTAL MEMBER NOT LESS THAN I-1 INCHES IN WIDTH WHN LOCATED BETWEEN 34 AND 36 INCHES ABOVE THE WALKING SURFACE CAPABLE OF WITH STANDING 50* PER LIN. FT. WITHOUT CONTACTIONG THE GLASS. 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: I)TNE 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 15 LESS THAN 60 INCHES ABOVE A WALKING SURGACE ICE WED FOR rTCODE COMPLIANCE APPROVED r7 MAY 282015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR. 09 2015 PERMIT CENTER w 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 IS 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: L 1) (1) c L,J c a) 0 �i- 0 L 0 cn co �u) TT 4n coco I I 0u00 N N w 0 �V ) Cm!) O !y� z F�-��1 V1 '^ W flL(D w d 0 CN1 "c2 :2i /l G W a l 0.4 CBY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. JOB NO. ELEV.=383.8 ELEV.=382.5 TOP PLATE ELEV.=378.5 111 SUB FLR. ELEV.=370.5 TOP PLATE ELEV.=369.5 V \ O UJEST ELEVATION ...-__, k 1,___ ..._.1 ,-- --] I ' ` I I _----- _ SUB FLR. ELEV.=361.5 AVERAGE GRADE = 360.00 — VERIFY SHEAR WALL NAILING AND HOLDOWNS R PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING AS I RY AN I WOOD AME NEY. 1 BE CONSTRUCTED PER I.R.C. — PROVID VAN 1 SHE METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS — PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED — CAULK ALL EXTERIOR JOINTS AND PENETRATIONS — POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION — LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE — FASTENERS TO BE HOT —DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE: PROVIDE CONTINUOS PRE —PAINTED G.I. "Z" FLASHING AT ALL EXT. DOOR & WINDOW HEADERS. SCALE: 1 /4" = 1'-0" NORTH ELEVATION SOUTHELEv4TO) SCALE: 1/4" = 1'-0" E45T ELEVATION) 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" PEWED FOR CODE COMPLIANCE APPROVED MAY 28 2015 City of Tukwila BUILDING DIVISION SCALE: 1 /4" = 1'-0" RECEIVED CITY OF TUKWILA MAR 0 9 2015 PERMIT CENTER W Q 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 PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: 0 r:4 V fii ' ^ W ' flLrI 00 08 O V rn n CL W _' o.O CBY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. JOB NO. 5040I XO EGRESS MST SUITE CARPET VINYL DN 8R OPEN TO 1:3ELOUJ AVAILAV 71. 301-0' UJ.I.C. r CARPET VINYL 60'x32' T/S RA LING GREAT ROOM HARDWOOD UPPER FLOOR PLAN 5040I XO EGRESS BEDROOM 2 CARPET CLOSET (2) 2468 BI-PASS PANTRY 36' MANUF. GAS FIRE LACE INSTALL PER MFRS. PECS FLUSH HEARTH 5050 XO DECK 2X WATERPROOF / 30'-0' D IN INCH (2) 2468 BI—PASS CLOSET 5068 IS.G.D. O X s. v N ♦ ♦ SCALE: 1/4" = 1'-0" II'-4' 50401 XO EGRESS BEDROOM 4 CARPET 24'X18'MIN CRAWL SPACE ACCESS ENT VINYL 1650 FIX S.G 2 -6' 2'-9' 2X W.P. STEPS DN TO GRADE 2'-4' 30'-0' 110V CM C.O. _ 110V 16'-4' S'-0' PATIO 4' CONC 6068 FAMILY RM CARPET VINYL 2868 t*uJLLIts'Y 4'-6' • • :^k zv,a h;Sc'i-.k"`Ati!;i* Ai{t' S'�' 3. "yS �' t Sk«t tR. , � .^^att.��+,r�r'"�%ttxki"3#t 35 x :•,� 1trxxiv A; �^As � �'4.s `«'ti PLATFORM IS' AFF 4' SOLLA 0 TDOOR COMBUSTION AIR SHALL BE PROVIDED FOR THE APPLIANCES LOCATED IN THE GARAGE. PER IRC G2401.6 4 IMC304.6 PROVIDED SEISMIC -6" RESTRAINT STRAP P 501.2 OF 2012 UPC 0 RES URE LIEF VALVE -PROVIDE ONE LAYER 5/8' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION IS A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. 2 CAR GARAGE 4' CONC. 16010 OHD 6X6 P.T. POST WITH ARCH. WOOD WRAP, TYP. DECK LINE ABOVE MAIN FLOOR PLAN / RE xA' \NED FOR CODE COMPLIANCE • APPROVED MAY 28 2015 • City of Tukwila BUILDING DIVISION SCALE: 1/4" = 1'-0" AREA SUMMARY MAIN FLOOR: UPPER FLOOR: 824 SF 1221 SF TOTAL: DECK GARAGE 2051 SF 102 SF 494 SF 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. 6'-8° MIN. HEADROOM SRC R3I2.2.1 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 1. 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 THE 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 A5 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 W. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICAL, TESTING SHALL BE SIGNED BY THE 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.I.I PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS 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 (l5pt) TOTAL = (15pt) PROPOSED FOR DESIGN 1 1/4' DIA. MIN. HANDRAIL — 10' MIN. TREAD HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT R311.1.8, R311.83 BALUSTERS TO CONFORM TO IRC. SEC. R312, TABLE 301.5 3/4' MIN.- I1/4 ° MAX NOSING 2X4 THRUST BLOCK STAIR DETAIL N.T.S. BELOW STAIR INSTALL 1/2' GWB 6 CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING 9 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 L I T IN G SECT ION i." REP'ODUL'10f1u'4�s \� ' • e° OF THESE Pipe i. "° (IECC/WSEC R404) ALL LIGHTING by EL'ER l IR VI DTI o 'a, A MINIMUM OF -i5% OF PER 1L1 T��i'PV�N"TUi1. 11`4, ric ,� IN LIGHT FIXTURES SHALL BE IG14 �' F I'CA - eJii�,-r-iFt�( s ,�.a$+ fir- pee _ LUMINAIRES PROVIDING OUTDOOR LIGHTING TO A RESIDENTIAL BUILDING OR TO OTHER SHALL BE NIGH EFFICACY LUMINAIRES ,,,ND., TL —,_ =-UIt1;ZINa4O ' -)Ps Elf .r o O8TAN LEGAL COPIES ,,,, nc TI IIS UN�F E. ,`0T ° SMOKEID ETECTOS PLAN. e'° \\/'�me®e4e '®C:) I LSDD INSTALL SMOKE DETECTORS PER CODE, 110V/9V INTERCONNECTED 110v ®CM CARBON MONOXIDE ALARM NEW 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 1 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS BATHROOMS, TOILET ROOMS MECHANICAL EXHAUST CAPACITY AND LAUNDRY/UTILITY ROOM OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS 2 3 WHOLE HOUSE FAN 320 CFM 60 MIN EVERY FOUR HOURS RECEIVED CITY OF TUKWILA MAR. 09 2015 PERMIT CENTER 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 IS 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: tonna nL W C Noma 0) V 0 0 Imo Sala CO N. 0 In N c I I U)re) N N �.i 0 a N Q 0 303 = rn a O } Q3 o rnce 0 Q in w ML.- CBY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. A3 JOB NO. 14-75AE J 2 x 6 STUDS a 16'o.c. W/ R-21 INSUL. TYP. SIDING PER ELEVATIONS e io TOP PLATE SUB FLR. TOP PLATE 2 x 6 STUDS a 16'o.c. W/ R-2I INSUL. TYP. SUB FLR. APPROX. GRADE 4' 4' CONT. TIGI-ITLINE TO STORM SEWER 4' 4) PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER COMP. ROOFING ON 15 x FELT UNDERLAYMENT ON 1/16' O.S.B. SHEATHING TYPICAL. 1050 XOX FLOOR JOIST AS PER PLAN LIVING 11IIII III I I111 CONC. FTG. AS PER PLAN FOYER 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. FLOOR JOIST AS PER PLAN 18' MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. TYFIC4L HOUSE SECTION 12 MI5 1050 XOX CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. CONT. RIM JST TYP. OX. G-AP TYPICAL. TRCTION - 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 TYPICAL I - SIDING AND/OR VENEER PER ELEVATION - 7/16" PLY OR OSB SHTG.( U.N.0 ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS O 16" O.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 SCALE: 1/4" = 1'-0" TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" T&G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS COMPOSITION ROOFING IV FELT PAPER 1/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE vENTED BLOCKING AT ALTERNATE BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS 16' O.C. - TYP. R-21 INSULATION 1/16' PLY SHT'G - TYP. TYVEK WRAP - TYP SIDING PER ELEVATION 3/4' T4G PLYWOOD GLUED 4 NAILED - FLOOR JOISTS PER PLAN R-2I INSULATION RIM BOARD GAP TYP. WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - 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' 4 CONT. TIGHTLINE TO STORM SEWER 4' 4' PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER TYPICAL WALL SECTION N.T.S. RE ° WED FOR CODE COMPLIANCE ,., APPROVED MAY 282015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR. 0 9 2015 PERMIT CENTER W A O 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 PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: a fBY: A.H DATE: 8/4/14 CHECKED: B.T SHEET NO. JOB NO. S1-1E,4R WALL SCHEDULE GENERAL NOTES BUILDING CODE 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: 1R-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 - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SITE WORK 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 18" (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 5/8' 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 28 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- l% (FOR WEATHERING) WITH 5-1/2 MIX SACK CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCEING STEEL TO COMPLY WITH ASTM A6.15 GRADE &0. 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: LUOOD TYPE: 2X4 2X& OR LARGER HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=I300 psi, E=I300000psi BEAM DF-L *2 - Fb=900 psi, Fv=I80 psi, Fc=I350 psi, E=I600000psi DF-L 1*2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=I300000psi 4X , >< OR LARGER STUDS HF *2 - Fb=915 psi, Fv=I50 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=I300 psi, E=I300000psi 2X4 2X0 OR LARGER POSTS HF#2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi I -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF-L *2 - Fb=150 psi, Fv=110 psi, Fc=100 psi, E=1300000psi 4X4 4X& OR LARGER &X& 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 = 165 PSI, Fc = 650 PSI (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD 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 = 285 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/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD 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/W4L.L. S1-4E;4T1-I INCH TYPICAL WALL SHEATHING SHALL BE 1/16' AND ROOF SHEATHING SHALL BE 1/I6' UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d 0 Co" O.C. e PANEL EDGES AND 12" O.C. IN FIELD. UN.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 8d COMMOM OR 6d RING SHANK AT 6' O.C. 0 PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. 05E SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. 5C 1603.1. SEISMIC DESIGN: SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITIRIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THEN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT) SEISMIC DESIGN DATA: SOILS SITE CLASS D (ASSUMED) SEISMIC DESIGN CATEGORY D1/D2 I E = 1.0 SISMIC USE GROUP 1 OCCUPANCY R = 6.5 LIGHT FRAMED WALLS W/ WOOD SHEAR WALL PANEL SS = 1.59 MAPPED MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION SHORT PIEROD Si = 0.552 MAPPED MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION 1-SHORT PIEROD F° = 1.00 SITE COEFFICIENT BASED ON SITE CLASS & SS F° z 1.50 SITE COEFFICIENT BASED ON SITE CLASS & S1 Wen SEISMIC WEIGHTmpF OVERALL STRUCTURE, SEISMIC WEIGHT OF STRUCTURE ABOVE LEVEL x (LB) Smt = Si * , Smi = 1.59 S = *S S DS = 0.83 DS SDI = Sml , SDI = 1.06 S =-s* S , S = 0.55 (6) (5) WALL MARK SWEATING TYPE SIDES SNEAK PANEL EDGE NAILING FIELD NAILING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE HOLDOUNN TYPES 1-6 7/16" ONE Sd e 6" O.C. 12" O.C. 2X I6d NAILS '5/8". 12' O.C. ' 6 0" O.C. 2X PER PLAT` 1-4 1/16 " ONE Sd e 4" O.C. 12" O.C. 2-2X I6d NAILS a 4' O.C. 5/8". e 36" O.G. 2X PER PLAN I. FRAMING SHALL BE HEM -FIR *2 a 16' O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAVED 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 8d 9 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 SHALL BE STAGGERED PER ISC TABLE 23063, NOTE (e). 5. ANCHOR BOLT SPACING IS 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 AND SPLICES. PROVIDE Y4'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 23063. ALL SPECIFIED NAILS SHALL NAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131' DIA., 2y' LONG), Sd BOX (0.113' DIA., 2%' LONG), 10d COMMON (0.148' DIA., 3' LONG), I0d BOX (0.128' DIA., 3' LONG), 16d COMMON (0.162' DIA., 3)' LONG), I6d SINKER (0.148' DIA., 3Y4' LONG), 5d COOLER (0.086' DIA., I5/' LONG), 6d COOLER (0.092' DIA., I %8' LONG) 1. I Y4' No. 6 DRYWALL SCREWS (TYPE W OR 5) 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 Sd EDGE NAILING AT 2' O.C. OR I0d 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 54' DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (I) 5/8' DIA ANCHOR BOLT) 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 e WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM 51 WALL TO BEAM 6. LOWER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM TYPICAL STRAP TIE =OLDO,UN e WALL TO WALL 4 WALL TO 5E4M SCALE: %4' =1' (4) I. SHEAR WALL PER PLAN W/ DBL STUDS AT NOLDOUN 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. SPECSISEE BELOW FOR SIZE PER HOLDOUN) 6. CONCRETE STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT W/ COUPLER NUT 4 ALL THREAD ROD HOLDOWN ANCHOR SIMPSON LTT2015 SST13I6 SIMPSON LTTI31 SST13I6 SIMPSON 1-ITTI6 557516 SIMPSON 1-IDU2 SST13I6 SIMPSON HDUS 5STB20 SIMPSON 1-IDU6 65T328 SIMPSON HDQB SSTB28 (USE SSTBL ANCHOR BOLT a TYPICAL ANCHOR EO1 T HOLDOWN SCALE: %' =1' EMBED. 125/8' 125/8' 125/8' 125/8' 165/8' 24V/8' 241/8 3x PLATE) (5) x E (2) (5) TYPICAL STRAP TIE OUNDAT I ON I. SHEAR WALL PER PLAN W/ DBL STUDS AT NOLDOU N 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 OLDOWN SCALE: 34'=1' EXTENT OF HEADER (TWO BRACED WALL PANELS) (I) -(10) SECTION TI-IRU WALL 1000* STRAP TIE HOLDOWN PER PLAN PORTAL FRAME CONSTRUCTION (FIELD BUILT) 4. I. HEADER PER PLAN (MINIMUM 3'xIlY4') 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF I6d SINKER NAILS 9 3' O.C. TYP. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE FACE 5. 6. FASTEN SHEATHING TO HEADER W/ Sd COMMON OR GALV. BOX NAILS IN 3' GRID PATTERN AS SHOWN 4 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. Ye,' MINIMUM THICKNESS WOOD STRUCTURAL 1. PANEL SHEATHING FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL SE BLOCKED W/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING 15 5. USED, FACE NAIL W/ (3) I6d SINKERS. a 4200* STRAP TIE HOLDOWN PER PLAN (10) 10 5A' DIA. ANCHOR BOLT W/ 1' MINIMUM EMBEDMENT. USE 3f,'x2'X2' PLATE WASHER MINIMUM (TESTED ASSEMBLY) 12. FOUNDATION PER PLAN N.T.S SHEATHING FILLER IF NEEDED m $4; 11_448\ MST UPPER FLOOR KEY FLAN P1- 11 �1 1L LEGNV STNDIORJ- N MAIN FLOOR KEY PLAN 1-6 REVtEWED FOR 4.. CODE COMPLIANCE APPROVED Id MAY 282015 City of Tukwila BIJ1LOINGDIVISION RECEIVED CITY OF TUKWILA MAR. 0 9 2015 PERMIT CENTER w A J EXPIRES 12/28/ 1'5 PREPARED BY: a) a) c 0) c V) 0 0 0 0 U) Q 0 ma) o U>"- a� d Cr) CC 0 W In M V z Fes+ 0 c7) w I W flLr./ /0 ^ 124 W a CBY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. JOB NO. 1 E732. 102 1. 2x STUD WALL PER PLAN 2. 2x PRESSURE TREATED SILL PLATE U.N.O. IN SHEAR WALL SCHEDULE W/ %" DIA. ANCHOR BOLT W/ 7" MIN. EMBEDMENT © 72" O.C. U.N.O. IN SHEAR WALL SCHEDULE 3. CONCRETE SLAB PER PLAN 4, (2) 114 REBAR CONTINUOUS IN FOOTING INTERIOR CONT. THICKENED FOOTING SCALE: N.T.S. (9) (5) (1) 1 IL 0 PER PLAN I. WOOD COLUMN PER 2. PSt1�1F'SD�ON PB POST BASE AS OCCURS 3.OPt@PATT5' ?NaT PEDESTAL 4. (4) #4 DOWELS W/ ALTERNATE BEND FOR 5. rgigaDE OR CONCRETE SLAB 6. liiNggA 8EACRETE PEDESTAL (OPTIONAL) 1. CONCRETE FOOTING 8. 2-#4 BARS EACH WAY (UN.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. (6) (9) O o0p 0000 1'-4' Z \ \ (8) (1) (2) I. SHEATHING 4 NAILING PER SHEAR WALL 2. RSgRiaING PER gSHHEA�R((,,WALL 3. FfN15.IA"FTC�ADE OR SLAB AS OCCURS 4. PROVIDE (I) *4 BAR AT (3) a E v- UPPER 12' OF STEM 5. 4 aL48' O.C. W/ STANDARD HOOKS ALTERNATE BENDS 6. CONC. SLAB AS 1. '5 SILL PLATE W/ 5/8' DIAMETER ANCHOR BOLT e 12' O.C. W/ 1' EMBED. (4 N EAR WALL 8. SAT BOTTOM OF FOOTING 9. R-I0 INSULATION MIN. (SEE ARCHITECT) TYPICAL SLAB ON GRADE FONDATION SCALE: N.T.S. FOUNDATION FOOTING SCHEDULE NOTE: USE MIN. 6' WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS UN.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS UN.O. O24 P.T. POST ON 24' DIA. X 10' THICK CONC. FOOTING 24 P.T. POST ON 24' DIA. X 10' THICK CONC. FOOTING W/ (3).4 BARS EACH. WAY 30 P.T. POST ON 30' X 30' X 12' THICK CONC. FOOTING W/ (3) • 5 BARS EACH WAY 36 P.T. POST ON 36' X 36' X 12' THICK CONC. FOOTING W/ (4) * 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 BEARING CAPACITY NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall. consist of at least 20 feet of l " or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 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. 301-0' T-0' 4'-6' -4 2X DECK LEDGER 2X8 P.T DECK JST e 16' O.C. TYP. AS PER MFG. SPECS. 5LAI5 ON GRADE 4' CONC. 14'-6' CONT. FTG 14'-8' CONT. FTG r- 1 102 I'-2' • 36' MIN. CONC. LANDING R-I0 INSULATION 14'-4' CONT. FTG SLAB ON GRADE 4' CONC. SIM Li Y��;� ... e._. 191-0' SL45 ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS 6X6 P.T. POST J TYPICAL 36 19'-6' 22'-6' FOUNDATION SRAM NC PLAN v rt �I' kt{ \C)e 0°°I. _n pp ' REPRQpD'JG .0N'. 'T ° OF THESLC -,I \1$ BY 0. ° ANY MEANS' IY HIBITED. ® BY FEDERAL Li' . v OLATIONS . l -' ;: tE—t : S1-143' 1Y� gFI DES U\ °, yy t9 dS1 A t. y` j t J —O ., . TO 9150,011E R OFFENSE 0 G a I ° O CALL TH� < IGNER TO ,:,; , / 0 OBTAIN L`� . OOPIES ,"' "`:: ////'ill,, ;G.. OF If14:::3 1N.,,^e ` a.<En:. 1 . P 36 -0' 1'-6' 3 SCALE: 1/4" = 1'-0" w Q EXPIRES 12/28/ 15 PREPARED BY: V) C coS U) c V) a) 0 4- 0 0 co N. —O to et II CO 'et I I LA▪ � N N Z Q O4- x 0 N M <0 3 0o 0- Q3 0- J Cr) CC O W 0 u)W ML+- REVIEWED FOR CODE COMPLIANCE APPROVED -1 MAY 2 8 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA — ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED — SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS — PROVIDE SOLID BLOCKING OVER SUPPORTS — ALL FOOTINGS TO REST ON UNDISTURBED SOIL — 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.0.) — PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL MAR. 0 9 2015 PERMIT CENTER ce) CB Y: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. El 1 .AWZAMMI..mm.....:. (5) i i 1 1!' (4) (3) I. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4.16d66'O.C. 5. DBL TOP PLATE 6. SOLID CONTINUOUS RIM 1. FLOOR SHEATHING NOTE: SIMPSON LTP4 6 48' O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD JOIST AT STUD WALL SCALE: N.T.S. (1 (2) (4) (3) 1. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. 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 FLOOR JOIST AT INTERIOR SHEAR WALL SCALE: N.T.S. (7) I_'' ► ■ �IIIsr�� ►T� (6) (3) (5) (4) 12'-0' MAX JOIST SPAN 1. 2x6 STUD WALL PER PLAN 2. 2x P.T. LEDGER TO MATCH DECK JOIST W/ 2 ROWS OF Y4 "x4" LAG SCREWS STAGGERED 6" O.C. IN EACH ROW 3. 2x P.T. DECKING W/ (2)-16d NAILS OR DECK SCREWS PER JOIST 4. 2x P.T. DECK JOIST ® 16" O.C. PER PLAN 5. SIMPSON LUS HANGER TO LEDGER 6. SOLID 1)14" RIM BOARD MINUMUM 7. FLOOR JOISTS PER PLAN DECK LEDGER AT RIM BOARD SCALE: N.T.S. 7 1 (9) (1) (6) (8) (5) (4) (3) SHEATHING AND NAILING PER SHEARUALL SCHEDULE 2. BASE PLATE NAILING PER SHEARUALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. I6d TOE NAIL 9 6' O.C. 5. DBL TOP PLATE AS OCCURS 6. JOIST BLOCKING AT PANEL EDGES, SECURE INTO PLATE U/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING 9. JOIST PER PLAN NOTE: SIMPSON LTP4 a 48' O.G. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM JOIST AT STUD WALL BOARD 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 © 12" O.C. (STAGGERED) 6. RIMBOARD, GABLE FRAMING, OR BLOCKING BUILT UP POST AT BEAM SCALE: N.T.S. 6X8 DFr2 6X8 DFr2 CONTINUOUS RIM UPPER FLOOR FRAMING PLAN (2) 2X6 POST RE WEED FOR CODE COMPLIANCE APP'OVED City of Tukwila BUILDING DIVISION MAY 282015 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 @ 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. SCALE: 1 /4" = 1'-0" RECEIVED CITY OF TUKWILA MAR 0 9 2015 PERMIT CENTER 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. w EXPIRES 12/28/ 1 S PREPARED BY: cn N. 0 LA N I lnr 00 NY 1 1 LALA N N z< o I. - a_ BY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. JOB NO. J TRUSS AT STUD WALL SCALE: N.T.S. (I) I. TRUSS PER PLAN 2. SIMPSON HI OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING '' 24' W/ 3-I0d PER BLOCK TOENAIL INTO PLATE 1. SHEAR PANEL EDGE 8. -d111RING AND NAILING PER SHEARWALL SCHEDULE I. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL 3 OvERFRAMING ROOF SHEATHING CONTINUOUS BELOW OvERFRAMING. TRUSS TOP CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 9 24' 4. O.C. ATTACHED W/ (2) I0d NAILS PER TRUSS 5. ROOF TRUSS PER PLAN FACE MOUNT HANGER PER TRUSS MANUF. 60TRUSS AT GIRDER TRUSS 304 GABLE END TRUSS SCALE: N.T.S. NOTE: RIDGE BOARD SHALL BE AT LEAST I -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT END OF THE REFTER, ALL VALLEYS AND HIPS SHALL NOT LESS THAN 2-INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH OF THE CUT END OF THE RAFTER. I. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) I0d NAILS PER JOIST 3. 2x4 OUTRIGGER 12' OR LESS FROM EXTERIOR WALL al 48' O.C. (MORE THAN 12' FROM EXTERIOR 4. EDC�E6N2A�LS .PR SHEAR WALL SCHEDULE 5. 2-10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12' FROM EXTERIOR WALL USE A34 6. 191dSBLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL 1.tNTINUOUS W/ 10d NAILS fit 8' O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. I0d 0 6' O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER 2X OVER FRAME 6 24' O.C. w/ 2 - 1Od TOE NAILS TO VALLEY 4. qkStiltfrolCOR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT W/ 2-I6d NAIL PER NOTgSS TYP. I. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE 2. M3t69A FRAMING USE THE FOLLOWING: 0' 4' 2X4 MIN. 4' S' 2X6 MIN. 8'-10' 2X8 MIN. I0'-I2'----2X10 MIN. VALLEY FRAME AT OVERFRAME SCALE: N.T.S. 300 I'-0" 1'-0' co 1- 6X8 DFd2 ONO ONIMININININIIII L COMMON TRUSSES L 24' O.0 TYP. 6XSXS DF"2 1 L _ _ 0 z LU kn 0 4X 3 P.T e -6' t U x clZi ill 302 /1 c--= �- SC I SSO T�US.SS 24II O.C. TYF %moo °F h1FA���' ��; �� �`Jt ,_ 6X8 DF"2 ® PRE P\ C�g�4�`F y OV P��e,� ,ao }_ _� c-s n �� 01�`�� �� GABLE END TRUSS �_ 6X8 ►• ��,�` GABLE E Tl 5.0,,, O���r c .S\ ° tit ROOF FRAMING PLAN tk 301 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.) SCALE: 1 /4" = 1'-0" ROOF VENTS CAL.: - 1221/ 300 = 4.1 X 144 = 588 SQ.IN REQ'S 2' OF 56-FT CONT. RIDGE VENT = 112 SQ.IN (8) 1' X 1' ROOF JACK VENT = 392 SQ-IN TOTAL. AREA VENTING PROVIDED = 504 SQ-IN REVfEWED FOR CODE COMPLIANCE 1. . APPROVED MAY 28 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 0 9 2015 PERMIT CENTER 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. J EXPIRES 12/28/ .15 PREPARED BY: *World of CLie r� W Q L o c) F� c(i))) amn 74- P, CBY: A.H. DATE: 8/4/14 CHECKED: B.T. SHEET NO. 1211 JOB NO.