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Permit D16-0049 - CARY LANG - FOSTER POINT - NEW SINGLE FAMILY RESIDENCE
CARY LANG FOSTER POINT 13017 56 AVE S D16-0049 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 2172000030 13017 56TH AVE S COMBOSFR PERMIT Project Name: CARY LANG - FOSTER POINT Permit Number: D16-0049 Issue Date: 4/26/2016 Permit Expires On: 10/23/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TRAN TRUNG 33071 MILITARY RD S , FEDERAL WAY, WA, 98001 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLC11010F Expiration Date: Phone: (206) 423-5055 Phone: (253) 661-6880 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH 377 SQ FT ATTACHED GARAGE AND 91 SQ FT COVERED FRONT PORCH PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, ACCESS, SANITARY SEWER, STORM DRAINAGE, LAND ALTERING, 3/4" WM AND WATER SERVICE. Project Valuation: $369,959.65 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $30,845.70 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE L 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: 50 Fill: 0 Number: 0 Yes Permit Center Authorized Signature: 1,6;(1L Date: -xp-f fr 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: Z C� 1 Date: /.-"ZG�/� Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 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). 4: 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) 5: 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) 6: 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) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: 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. 65: Electrical permit & inspection is required for any electrical conduits installed on this property since the OH service crossing the property will be removed. 66: Prior to final permit sign -off the applicant shall pay in full SEWER CAPACITY CHARGES to KING COUNTY METRO and submit copy of payment receipt to Public Works. 11: 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. 12: 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. 13: 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. 14: 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. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 17: 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. 18: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 0 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 19: 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. 20: 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. 21: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 22: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 28: PRIOR TO FINAL PERMIT SIGN -OFF THE APPLICANT SHALL PAY IN FULL THE KING COUNTY SEWER FACILITY CHARGES AND FORWARD THE PROOF OF PAYMENT TO THE PUBLIC WORKS INSPECTOR. 23: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 24: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 25: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 26: Coordinate any relocation of power poles and installation of new street lights with Power Provider (Puget Sound Energy - PSE). PSE has a Franchise Agreement with the City. 27: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 67: The property owner shall be responsible for maintenance of it's own storm drainage system. 29: ***BUILDING PERMIT CONDITIONS*** 30: 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. 31: 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. 32: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 33: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 34: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 35: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 36: All wood to remain in placed concrete shall be treated wood. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 39: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 40: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 41: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 42: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 43: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 44: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 45: ***MECHANICAL PERMIT CONDITIONS*** 46: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 47: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 48: Manufacturers installation instructions shall be available on the job site at the time of inspection. 49: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 50: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 51: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 52: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 53: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 54: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 55: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 56: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 57: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 58: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 59: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 60: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 61: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 62: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 63: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 64: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 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 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 1 CITY OF TUK 4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination rermit No. b Ra - ©Q 7 Project No.: Date Application Accepted: Date Application Expires: )_-)-(p - I !p ) b (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 3 & //-7 �� �is� &Y e KingS Co Assessor's Tax No.: f rieL /,t. l 2-/ 2oa,?v PROPERTY OWNER Name: Address: Name: AY > _ /� Phone:2pe {Z3 -SSS Serax: 2.4--3_6g/-7oy% ��e. Address: 96 5 Z y?: `rt' 5-41,City�re _ rdG ..�/ State: �v, q Zip:90a 3 C NTACT PERSON - person receiving all project co i of on Name: Address: City: State: Zip: Phone:2pe {Z3 -SSS Serax: 2.4--3_6g/-7oy% Cetcy Email: / ��� GENERAL CONTRACTOR INFORMATION Company Name: � V. 6n ire Address: 29 9/50- ;_y AyP Sw City: ra/ State: j Zip: 99D�3 Phone: 2 06- f 3,- 5:033 -Fax: Z 5,---3, ‘4,/_7,,K,6 Contr Reg No. e cGG y i 04 n Exp Date: 00//7 Tukwila Business License No.: ARCHITECT OF RECORD Name: 56-6 F Company Name: 6 i 1 ee'-5 Engineer Name: -' ,ey 1A PS&s- ✓l 1 2—` (T Architect Name: A/ City: Wick. Q lQ.3State: _ Address: Phone: 360_ Og‘ _ / 'i 7 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: 56-6 F Company Name: 5E G AN,, i 1 ee'-5 Engineer Name: -' ,ey 1A PS&s- ✓l 1 2—` (T Address: 7,_2._ ,,5 9 5.--- Z.9" reef p 1. City: Wick. Q lQ.3State: _ Zip: yavo Phone: 360_ Og‘ _ / 'i 7 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 56-6 F Address: cA /i ,�r`^( cv►� City: Sta •Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 2,--c vi do 0 Scope of work (please provide detailed information): ('c)' 1-7-42 C.• % 11, I✓C CA-) r 11 f-12-4, DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l' floor 12 qLf / 2"d floor Garage carport ■ ,.7 7 Deck — covered ■ uncovered ■ ,_o,,, p o„...(1 e1 / Total square footage 37 71) Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: �U Value of mechanical work $ furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ 2 appliance vent 1 wood/gas stove fuel type: ❑ electric pz gas ventilation fan connected to single duct water heater (electric) other mechanical equipment /1(2 --75" bathtub (or bath/shower combo) bidet dishwasher floor drain Slavatory (bathroom sink) % sink water heater (gas) lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 1 clothes washer shower water closet gas piping outlets Page 2 of 4 .4 PUBLIC WORKS PERMIT IN.FORII _.ON — Scope of work (please provide detailed information): Co", Sri G /ye Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. TER DISTRICT .. Tukwila ❑ ...Water District #125 .. Letter of water availability provided ❑... Highline WER DISTRICT .. Tukwila ❑ ...Valley View ❑... Renton ❑ .. Sewer use certificate ❑ ...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 ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑...Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill Cubic Yards Cubic Yards ❑... Work In Flood Zone ❑... Storm Drainage ❑ .. Sanitary Side Sewer ❑... Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Cap or Remove Utilities ❑... Curb Cut ❑ .. Utility Undergrounding ❑ .. Frontage Improvements 0...Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Traffic Control ❑... Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size " ❑ .. Temporary Water Meter Size " WO ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. Water Main Extension Public❑ ❑ - or - Private FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY ERVICE BILLING TO: 06rff7-3- Ct25 J Name: (14 -et -if 1 Ca, -4 r -F",G Day Telephone: 7 i Mailing Address: % S(S 2, tr46 & ez sw Po%k / levy ( k„A- lea 2-3 City State Zip WATER METER REFUND/BILLING:�-_� p Name:/moo Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - LICABLE TO ALL PERMITS IN THIS LICATION — 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 07 OR AUTHORIZED AGENT: '2/2 Signature: Date: Print Name: C4't-v41.0-Day Telephone: Mailing Address: 24 9/5_ -116- C 0 J iv RO[Cr4 ( 14.44t 1448" Z3 City State Zip H:Wpplications\Forms-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 as j G�15 `--�s'��/t. po r PERMIT # t Ul 00' 61 - 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 $250 (1) 2. Enter total construction cost for each improvement category: Mobilization ;3 S - Erosion prevention qa 0 Water/Sewer/Surface Water /5e' d Road/Parking/Accesso 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) $ (4) 5. Enter total excavation volume Enter total fill volume S"a cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for ls' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for l s' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 12/17/14 bto ooHcf FEB 2 6 2016 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9.'Technology Fee (5% of 6+8) t ,'r r. ;a,7 Approved 09.25.02 Last Revised 12/17/14 JL200 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015 -12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Rece i pl City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $28,132.46 D16-0049 Address: 1301756TH AVE 5 Apn: 2172000030 $28,132.46 0.75 INCH $75.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 DEVELOPMENT $3,794.10 PERMIT FEE R000.322.100.00.00 0.00 $3,789.60 WASHINGTON STATE SURCHARGE 8640.237.114 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 $1,458.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $68.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $68.75 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297,22 SEWER SERVICE FEE $19,800.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,800.00 TECHNOLOGY FEE $216.14 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R8302 R000.322.900.04.00 0.00 $216.14 $28,132.46 Date Paid: Tuesday, April 26, 2016 Paid By: CARY LANG Pay Method: CREDIT CARD 02937G Printed: Tuesday, April 26, 2016 8:53 AM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY PAID $2,713.24 D16-0049 Address: 13017 56TH AVE 5 Apn: 2172000030 $2,713.24 DEVELOPMENT $2,463.24 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,463.24 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R7762 R000.322.100.00.00 0.00 $250.00 $2,713.24 Date Paid: Friday, February 26, 2016 Paid By: CARY LANG Pay Method: CREDIT CARD 07372G Printed: Friday, February 26, 2016 10:22 AM 1 of 1 C! SYSTEMS INSPECTION RECORD Retain a copy with permit bito -OV 1 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: K i'g 1i N r Type of Inspection: 131,1A-.2 145/6- - i) NA L Address: /30/7 ,moi/ f4✓i 5, Date Called: Special Instructions: ci-L.L /N /7j4/)hone PIONS % o PM Date Wanted: _i 1% �� a:m� m. Requester: ,qy 6- No:Ail 6 — 2 -5'055_ Approved per applicable codes. LJ 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 INSPE 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 ri\ P oject: (iNteV LAO& - �-csrVe i— Tie of Inspection: ,,� t S ) iib.j�&- / 4 L CPAce Acmes Address: 3 eraNzovE MA&#Je tP 5 PAPE- , cowl Date Called: Wipe accnt1c4i, riAlAz- APl2I2a✓AL Special Instructions: iZ3c1 Date Wanted: a.m. Requestbk e-�►�7 Phone No: Zoc�. -tits- cos EiApproved per applicable codes. tE3 Corrections required prior to approval. COMMENTS: J Pi2C111 br-r16( 0172/ PPOW& Al ei644. CPAce Acmes Z Provitthex lie .4rnC_ >r5Pee-naAl 3 eraNzovE MA&#Je tP 5 PAPE- , cowl bleYCe 6-cel44-uS i Doc' ,-Ttc,")/Wicte Wipe accnt1c4i, riAlAz- APl2I2a✓AL Pe rme PLi/ T moi°/e: ,s ME ALL 2612,0 i 1,✓SPtecnc AS /--1A-vim 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 INSPE NO. b/G o09i i PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: �rtt/ LJ& - Pr Typ of Inspection: &As Pi O1i& in/AL Address:Date /3017 ‘1 -11 ' S Called: Special Instructions: Date Wante d ///oa.m. (� m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: )Pant] be 1" -)c, --)e c ->e �f2go/J Inspector: Date: 6/2//0 0 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 INSPE TION 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: C it Lam- ) Ib/AJr Type of Inspection: Matt/UpGAL �, CZA1:44— Address: /3n17 coAir S. Date Called: Special Instructions: Date Wanted; F/•l / ,. `aim m. Requester: Phone No: ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: ealmse /bci. ,4-rrzc /AJ Pc -c / Inspector/444, Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit p(66-00/-(17 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 Pr+ojecGt��' ��� � Type of Inspection: � �� Addres .�(� 150 (7 s6 / --4v Date Cal d Special Ins ructions:m Date Wanted: `�� a.m. p.m. Requester: rq -y. Phone o: 0 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector Date: 7/;-//.. n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IM,11INSPECTION RECORD Retain a copy with permit NSP 'S'N 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 -(Gov .f- Pro'ect: i r Ter tokk t Type of Inspection: Ad f 7 r `, Date Called: Special Instructions: Date Wanteda.m. ct,O 16p.m. Requer: Uqt Phone No:( fa Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6CG I`Ieoithe (fie Peingri /�1ie < e e'rf'lM 1 r P2.1 cry is lois Inspector: Datttiiii n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Ti) 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 'U. -aye/ Proje 7 V%�i/2 R bur- Type of...Inspection: /04144/A)6 -- Address: 1-1-7 SX'n-f fivi Date Called: Special Instructions: p ^,,'t � Date Wanted: /4 //,) a.m. p.m. Requester: Phone No: Approved per applicable codes. u Corrections required prior to approval. OMMENTS: ice�vv( � 2 i 2- s y .4j � % - rOO kA . �G{cld II 1'00 (AA --- 3 oaf- (61---€4((€04f- a t - (a (A/F�(e-S (64 $ (de ©i siva?, Inspector: Date: / Ip 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 i)6 c-19 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 981 (206) 431-3670 Permit Inspection Request Line (206) 438-9350(_wt, ah Project: r / JT -1- Type of Inspection: V Pi P .2.-t-776)✓ (/ Address: i3or7 2774 Av'e S Date Called: Special Instructions: pviA d Date Wante �ZZ�/� a.m. p.m. Requester: CAgy 1A&' Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dater1 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP "0N 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 &:;45""d''��2��, fi Project:Type Diez f- r-- of Inspection:' 1 in a )-I 2ov61-,✓ Address: /307 .C3774 /41/* S Date Called: Special Instructions: I- " "` Date Wanted:. /22 %16 �y/ /// a.m. p.m. ReqAester: ,2`i LAnJ(r Phone No: KApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date _2/2„{b n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Et � INSPECTION RECORDS / Retain a copy with permit 'dv�T 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 f I� l l�1P 1 ki Project: GS712 P., to Type of In pection: v I9 a- i o T S v (.f�j-/t d Address:Date ►3oi7Se-6i74A C led: Special Instructions:, , poi622 Date Wanted: ,1a.m. �6 p.m. Requester: eA -i lAI4& Phone No: Approved per applicable codes. L J Corrections required prior to approval. tCOMMENTS: Inspector: Dater 22 f( n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECT! • NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 l i fk92‘ -k( ,. Pr pec F056- fotektf 4rg Approved Type of Inspection/:: Ko0 (--- 5-__e---- ( V Address: 13017 %%e_ S_ Date Called. Special Instructions:01Date Wanted: C a.m. p.m. Requester:rl Phone x()10 12_3 ,5--01-5.- .,5 OJ Y Approved per applicable codes. Corrections required prior to approval. OMMENTS: 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 Dlg- witt SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Pro'ect: r OT5 J ratkI /OFK Ty e of 1pspectio : hair A(30(7 6U- � Ja , Date Called: Special Instructions: ja*fitp.m. Date Wanted: V a.m. Requester: l'46ti Phone Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Dater j 7 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)16 --od SPECTION 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:Ty e of 1 spection: t Oft kg- preu Address: Po t 7. f14- i4-ve- f4 i D to Called: Special Instructions: Axil qr( �/h- & ORPho Date Wanted: a.m. Requester:. Car 1^q Ptj 2-06 (1-3 Jt) T Approved per applicable codes. El Corrections required prior to approval. M M ENTS: (-kr - ke / roc Inspector: Date_ _ 6 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. j/6tfc( CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 431-3670 Permit Inspection Request Line (206) 438-9350 QA �(,�//• P o ect: F Type of Inspe tion: A dress: (30 f 7 51 tie-Jo , Date Called: Special Instructions: .I Date Wanted: 5—-1,6 a.m. p.m. Regueester: /f ��,,, (e j C_ c t. Phone No. �� �0� 0C 3 ` 5 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector:fc....._ Dater Z _ l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Type of Inspection: Address: Suite #: /,311 /7 6-6 ' A- ./€ S • Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: - 0 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �c'j Date: 9�� ��� Hrs.: /. c / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit IV 2- o(Ci? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Pro ect: --k G rat a iI ‘ Typenof Inspection: /- g. 51° Address:/$o) 7 Suite #: c- S Contact Person: Special Instructions: Phone No.: 4I -Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: iLJ - 3a (--c g.- iv‘.(, /i- - vi< Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:/51„,5--- Date: gy-gYj�5 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 Climate Zones 6, 5 and Marine 4 Projerinformation Contact Information L2-2802-2 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 Date Climate Zone 5 & Marine 4 6 R -Values U -Factors Fenestration U-Factorb Skylight U -Factor Glazed Fenestration SHGCb e Ceiling Wood Frame Wa119.kI Mass Wall R -Value' Floor Below Grade Wall°k Slabd R -Value & Depth R -Values U -Factors n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 44 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5b 0.044 309 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a able R402.1.1 and Table R402.1.3 Footnotes included on Page 2. 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: ❑ 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with Tess than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 0 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 0 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 1 b Efficient Building Envelope 1 b 1.0 1c 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%20Energv.pdf 0 0 0 0 0 0 *1200 kwh _REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 0.5 City of Tukwila BUILDING DIVISION 0.5 0.5 0.0 1.50 RECEIVED CITY OF TUKWILA FEB 2 6 2016 PERMIT CENTER ��� Table R402.1.1 Footnotes For SJ: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R -value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R -value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2802-2 Exempt Swinging Door (24 sq. ft. max.). Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Ref. U -factor Entry Door 3 0.20 Powder 8 0.30 Dining Room 14.40 0.30 Great Room 1 0.30 Nook 6 0.30 Nook 8 0.30 Nook 6.75 0.30 Kitchen 20.0 0.30 Study 1 0.30 Playroom 1 0.30 Playroom 5 0.30 Bedroom 4 17.8 0.30 Stairwell 0.00 0.30 Bedroom 2 1 0.30 Master Bedroom 5 0.30 Master Bath 5 0.30 Bedroom 3 6 0.30 Garage/Dwelling Door 0.0 0.20 0.0 1 5 0.00 4 0.00 1 5 0.0 6 0.0 1 5 4 1 8 4 1 5 4 1 5 4 1 2 8 6 8 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 0.0 6 8 1 2 14.40 5 12.30 1 6 25.0 6 13.5 1 8 7.50 6 6.75 1 6 20.0 6 10 1 6 6.00 1 9.60 1 5 20.0 5 17.8 1 3 0.00 4 6 1 5 0.0 5 0.0 1 5 0.00 4 6 1 2 0.0 4 0.0 1 5 0.00 4 0.00 1 5 0.0 6 0.0 1 5 4 1 8 4 1 5 4 1 5 4 1 2 8 6 8 Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 10.0 3.00 36.0 10.80 48.0 14.40 41.0 12.30 6.0 1.80 25.0 7.50 13.5 4.05 25.0 7.50 22.5 6.75 8.0 2.40 20.0 6.00 30.0 9.00 20.0 6.00 32.0 9.60 20.0 6.00 20.0 6.00 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 414.8 120.66 Area 0.29 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 414.8 120.66 Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling Toads. 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 11:12804 2'" Heating System Type: O All Other Systems Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions i' .u...,...u. �••�+Y :.., ,,,...�,.r Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Design Temperature Difference (AT) 46 AT = Indoor (70 degrees). Outdoor Design Temp U -Factor 0.30 U -Factor 0.50 Conditioned Volume 23,817 X Area = UA 124.50 X Area = UA Area = UA 43.45 Area UA Area UA 138.38 Area UA 1 671 48.46 Area UA Length UA U -Factor X 0.026 Single Rafter or Joist Vaulted Ceilings U -Factor Instructions - . No selection Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions U -Factor 0.056 U -Factor 0.029 U -Factor F -Factor No selection Slab on Grade (see Figure 1) F -Factor Instructions Location of Ducts Instructions 2471. Length UA Duct Leakage Coefficient 1.10 Sum of UA 354.78 Envelope Heat Load 16,320 Btu / Hour Sum of UA X AT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6 X ATX.018 Building Design Heat Load 28,152 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 30,967 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 43,354 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-2 February 18, 2016 Job No. : 11-076 Location: 13017 - 56th Avenue South Tukwila, Washington Copyright 2016, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION %° ei RECEIVED CITY OF TUKWILA FEB 2 6 2016 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292°a PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht i Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V1) Kn 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2013, SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: • 10/21/11 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8' GWB 2.8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pf Reduction, Cs 6/12 pitch = 27 deg 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential Total Deck Load 40 psf 48.6 psf DL Siding 3.5 '/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2011, SEGA Engineers 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 #ptL e./t-sr1z T.,R - w= C,Sz\L4&rA ►1.PP 1� ► Z'`'� ( ')t a c is L rp - 4.Av ri4v PROJECT LZ, Zs Z- 3 CL. JOB NO. II -074 CHECKED BY ZV AN. gt)3' 7-7-1 ) FIGURED BY-- DATE////4SHEET'L OF 41-0. 3 RN/ 6aryir PP: 0-14,) 6° AtIoo�'r = 60o/c, p" 4 4J -y cod' 1- IAPA = #0)(2,i -(cen co,sont )= r t ts" jam e_ Go✓k+ i i /'fl, b �wC z)(5 -Cps') 1-1 OO? . (5:21,)( 4 c-pio l37.gG1,4 'h st 6 -La. 3iivr ct/. L,✓L I, zi-dsiYt 17= 54,44pir)(.4),= u'z = c�.r,;){_copip) Hoolur .z cf 1,1/)-'L3, ,)(/,svn(-)-,/ �-"-7,UK `i,/s= Lpiz Copyright 2013, SEGA Engineers sz 4:x_1_ /zL Co Lvx- .014 l� s %7 k-ia-r 1� . �' t114 L. — SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. LZ M 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY FIGURED BY 47" DATEfi� SHEET OF u't�11/11 lAp Pa)Z- �G tL %3r' k'iTcNh7u. //d o oR wl =r"Pi' /�+8�( Sb 7J�) (975'9 I- r 1' 7' T 02.-±_ey _cop) = (1.9P') - (7. ��`°, 7 / � 7=i� ` al.(//` .S XIZc�r� 5 S� oK 0,4c( /011"“Iu')-2- = 1, L33 )0ot4.,tiZ4C4 �c Si 2 IK t w1_ r to-soK- m ///7,///1._ eA.,/ )(5op,c-) /3c -c A )(4, 7,0 o re-rc 6,14 = (f (4- .?)) CZ» t z�- g4 t,0 (.—z'f Z�CSUPP) _-A00p4r 7,-(3064-0))F, ,Z M = (, i ) C co, -1K)- q/r) L01c04 "r)( : 3 I)/ tf Fre '0`4SCiii")(►``)Z1-°.413(0 1(111)Z=7,095�)nko D t'7' 0 •J J� 7S 1 = (-L)(4.c 1p) +iov''61T (-52)( Wiz)= 1t)- 3g V= 91V-/i,S I de - 7 C4 6/3 ret9D ca f/ 44 Copyright 2011, SEGA Engineers 3' 4 1,6114 5 t1 IC, -S 610 SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT Vex) CA - JOB NO. J 1 0/Le FIGURED BY ci-- CHECKED BY DATE 01/1�� SHEET OF (a Lit\LI-ein zs"P. o,rj(5,& 1L/3,. ') Z - z /)/-Cc P CA - w" (, -(-1,1Sop) too er (S )L,K.0) = I,sd 5 5,3/L o, 4� /,. I v/PT WI) Z = 74,11 u`o r H ---)(4,-Lnt icklep 4.,&L 71)z- vls>‘,031#0,-1-- Copyright 2013, SEGA Engineers t4' ? 117 .PZ w%iz 64° :5111 SVS or SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd PL Black Diamond, WA 98010 (360) 886-1017 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W where, F= 1.1 SDs = 1.00 R = 6.5 W = Seismic Weight For W: R Two -Story Building Ss= 1.5 Fa= 1.00 Table 12.14-1 Wroof = Wfloor (30ft) (55ft) (16psf)+ (2) (30ft) (58ft) (14psf)+ (2) Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip WIND Design Wind Pressure, p5 = X Kri ps3o where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 Kn = 1.00 P30 = 17.7 psf PO -15= P40 = PY5 = P30 P35 (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) (1.05) (1.00) Design Base Shear: (Wind) Therefore, Vfm= (30ft) + (30ft) + (30ft) Vsfs= (60ft) + (54ft) (10ft) (5ft) (1ft) (10ft) (5ft) 1.4 0-15ft 20 ft 25 ft 30 ft 35 ft (17.7 psf) (17.7 psf) (17.7 psf) (17.7 psf) (17.7 psf) (17.7 psf) (17.7 psf) (18.6 psf) (17.7 psf) (17.7 psf) Exposure B 110 mph = 17.70 psf = 17.70 psf = 17.70 psf 17.70 psf = 18.59 psf + (30ft) + (30ft) + (58ft) + (20ft) (5ft) (5ft) (5ft) (5ft) W total = 71 kips Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) (x0.6= 10.62psf) (x0.6= 10.62psf) (x0.6= 10.62 psf) (x0.6= 10.62psf) (x0.6= 11.15psf) (17.7 psf) (17.7 psf) =13.8 x 0.6 = 8.3 kips (17.7 psf) (17.7 psf) =22.3 x 0.6 = 13.4 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. (..P LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) W Froot= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY i v 7 t✓Q FIGURED BY G AT DATE/ %41Y1/ SHEET 7 OF ih/A1..L_ 1011# -7`}7,V) -4'-37.e -2 00o 53P4e 4r z fr G r s- 4,15-01/4.4., ft -r- -2,0004/„.s., L 0 tl --)101)1 k•14 4- Z I20 -0P 012. = z r. 1- Z`° fl4" - 51Pr (/ I rt�o� •3 V,, - 4 t- � �- 31 31)--7S' r -S 4i 3sa"` 1 1S.5, Copyright 2011, SEGA Engineers 5 J trfr I& • 4 8' ' 5' a•( 3R0' 'or 7 (3' Xt-- - S' - 7 c. X S et Y L.. a•( 3R0' 'or 7 SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 �r (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE //24/i/ SHEET] OF LZM1- zgoz JOB NO. 11 -07ce FIGURED BY 14 )Q LIA) (00 At , ) c oz k/*4-Lc_ -� --e24t-; 59(7v;401 tq-)45.)-(10,-ot t:• -41,s` 71-1P- 4 zrit' l1'= 4Zi:` l - ) (/1)C J /fs S' � VF Z 52°41Z71(4)(0)0o,411r)5-)►zz r�� t --S1 ZZ/Zt= 4z1 SHS 1►4 u-14' EL- ') 2. cF Vg (Z -n(3 )(10' jii' S" 1io�0)))1' .i (5';U°tcPn1 = 3)77101 (o,�r � = 3)l7( -3) r //t g., (r. a' LInZ S. SN61}12— \�/v� pt, (hLn v, I IV) 44 v ( 4;)(P ) (id, i'l k) . (Sz)�(s4)I/0,1n'"}5l st )c it3, )3 7- 3, 0 7 # c> kb Copyright 2011, SEGA Engineers fo I 'Coe, • SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 g (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE rit SHEET/ OF L -7 Z - FIGURED BY /,,- S i� Mhz /t441,L h i hrJ (' _c140-4— WHIA-- 27 t )6o (lo, +'F) = 3_, J: 9" (t, 39i 1/c' ` ZL }'�, r iA/41,L� P2-°`" 0,2'- (1t) (jd) (ic, c. 1)042 3 Copyright 2011, SEGA Engineers �1=Z3v��tit 9i -244 el"'/S71,113J4P-r SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 886-1017 • FAX 886-1016 11-01 FIGURED BY G41. CHECKED BY DATE 0l/08/14 SHEET 100F 10 SHEAR WALL KEY PLAN UPPER FLOOR A = 1,558 BQ FT I A1 A A LM24.OEM TO TOP PLATE ■ 0 MAIN FLOOR A = 1,244 9Q FT 0 0 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) VI> 1/2' OSB or CDX 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf E> 1/2' OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. Qall = 350 plf \ CDX C� 1/2' OSB or 8d @ 3" O.C. 5/8" @ 16" o.c. Qall = 450 plf / CDX Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction Notes: All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 1) 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Geotechnical Engineering Report 13017 56th Avenue South Tukwila, Washington P/N 2172000030 Submitted to: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington 98023 Submitted by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 253-537-9400 February 19, 2016 P548 -T16 bL&oo"9 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 6 2016 PERMIT CENTER $�3 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 , 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 10 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 12 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2016 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 13017 56th Ave S Tukwila, Washington P/N 2172000030 MGI Project P548 -T16 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of an undeveloped, rectangular shaped parcel, located in a residential area situated east of a westerly bend of the Duwamish River in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The site trends lengthwise from northwest to southeast, extending approximately 200 feet in this orientation and 50 feet from southwest to northeast. The site is currently undeveloped and lightly vegetated, with the south side of the property fronting 56th Ave S and the north end of the property bordering on the Duwamish River. The bank along the Duwamish River is 10 to 15 feet high, and contains gradients of approximately 40 percent. Improvement plans involve the construction of a new single family residence within the confines of the property, setback an adequate distance from the Duwamish River bank. Page 1 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on February 10, 2016. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on February 10, 2016; • Two grain -size analyses performed on samples collected from our test pit exploration; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface exploration, and Figure 2 depicts their approximate relative location. The following sections describe the procedures used for excavation of the test pit. TABLE 1 APPROXIMATE LOCATION AND DEPTH OF EXPLORATION Exploration Functional Location Termination Depth (feet) TP -1 Roughly the center of the parcel 12 The specific number and location of our exploration was selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the exploration performed and utilized for this evaluation reveals subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pit was excavated with a rubber -tracked mini -excavator operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the Migizi Group, Inc. Page 2 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a relatively small, undeveloped residential parcel in Tukwila, Washington. Prior to the proposed development, the site appears to be primarily utilized as a side yard for the adjacent residential parcel to the southwest; with the driveway for this residential site marking the western boundary of the subject property. The eastern half of the property is comprised of an open grassy area, whereas the western half of the property contains a small growth of cedar and other smaller trees, and is littered with patio furniture and wood debris. A small shed building is located towards the north end of the property, directly behind the slope break for the Duwamish River bank. The area directly above the Duwamish River bank appears to have been recently cleared, and is covered with wooden bark and mulch. The bank along the Duwamish River appears to be in a stable configuration, and in our opinion, does not appear to be an active erosion hazard area. The majority of the property is relatively level, with minimal grade change observed over its extent. The bank along the Duwamish River is 10 to 15 feet high, and generally descends at a gradient of ± 40 percent. No hydrologic features were observed on site, such as seeps, springs, ponds and streams, outside of the Duwamish River along the north side of the parcel. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface exploration. Silt and sandy silt was encountered from near surface elevations to a depth of 7 feet, with the majority of this soil group displaying some degree of mottling. The relative fines content (percent silt/clay) for this stratum was found to be in excess of 70 percent, with the moisture content being at or slightly above optimum for the material type. Underlying the silt deposits, we encountered fine silty sand with intermittent lenses of clean, fine sand. This soil group was continuous to the termination depth of our subsurface exploration; a depth of 12 feet. The silt deposits were generally encountered in a soft in situ condition, whereas silty sands graded to medium dense. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface exploration generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. Migizi Group, Inc. Page 3 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 The enclosed exploration log (Appendix A) provide a detailed description of the soil strata encountered in our subsurface exploration. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface exploration which extended to a depth of 12 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 12'/z to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of slowly permeable sandy silt to silt at or near surface elevations, extending to depths of ± 7 feet below existing grades. Underlying this material, moderate to slowly permeable silty sand soils are encountered, which contain a relative fines content (percent silt/clay) of approximately 38.5 percent. The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth °/0 Coarse Gravel % Fine Gravel % Coarse Sand Medium Sand % Fine Sand % Fines Dio TP -1, S-1, 3 feet TP-1, S-2, 8 feet 0 0 0 0 0 0 0.8 0.1 24.1 61.4 75.0 38.5 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the upper silty stratum, the USDA classification of loam should be utilized for facility sizing, and if the facilities extend down to the silty sand stratum, the USDA classification of loamy sand should be utilized for design. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 30.2-1 in ASCE 7, per the 2012 International Building Code (IBC). Migizi Group, Inc. Page 4 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 Using 2012 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.487 g SMS = 1.338 g SDs = 0.892 g Si = 0.557 g SMI = 1.336 g SD] = 0.891 g Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0 seconds is 1.34 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. The silty sand alluvial stratum encountered beneath a depth of 7 feet is marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construction of a one story, wood -framed, single family residence towards the northwest end of the subject property. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Infiltration Conditions: Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited Migizi Group, Inc. Page 5 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the upper silty stratum, the USDA classification of loam should be utilized for facility sizing, and if the facilities extend down to the silty sand stratum, the USDA classification of loamy sand should be utilized for design. • Buffers and/or Setbacks: It is our understanding that the proposed residence will maintain a minimum setback of 50 feet from the top of the slope break along the bank of the Duwamish River. In our opinion, this adequately addresses site geological conditions, and no additional buffers, setbacks, or other forms of constraint need be implemented to address geological hazards. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface exploration indicates that the organic horizon can reach thicknesses of up to 9 inches. Stripping is best performed during a period of dry weather. Migizi Group, Inc. Page 6 of 12 Cary Lang Construction -13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 Site Excavations: Based on our exploration, we expect that shallow excavations will encounter soft silty soils, and deeper excavations will encounter medium dense fine silty sand; each of which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1/H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Alluvial Silt: Underlying a surface mantle of sod and topsoil, we encountered mottled, silty soils to a depth of 7 feet below existing grade. These soils are extremely moisture sensitive and will be difficult, if not impossible to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. • Alluvial Silty Sand: Underlying the silt stratum discussed in the above section, we encountered fine silty sand, which was continuous to the termination depth of our subsurface exploration; 12 feet below existing grade. This material type contains a Migizi Group, Inc. Page 7 of 12 Cary Lang Construction -1301.7 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 relative fines content (percent silt/clay) of upwards of 38 percent, and is moderately to severely moisture sensitive. This material type will be difficult to reuse in wet weather conditions, particularly given the fact that it was encountered in a saturated in-situ condition. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 2'/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Migizi Group, Inc. Page 8 of 12 Cary Lang Construction -13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to Migizi Group, Inc. Page 9 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4A Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is not feasible,- a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Migizi Group, Inc. Page 10 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. Migizi Group, Inc. Page 11 of 12 Cary Lang Construction —13017 56th Ave S, Tukwila, WA Geotechnical Engineering Report February 19, 2016 P548 -T16 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 C>2-19 —1‘' James E. Brigham, P.E. Principal Engineer z 0 0 0 0 z 0 0 0 m N TOPO! map printed on 0419/16 from 'Unt tled.tpo" 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W N 122°14.000' w Lr .. � ,�'� 1, �,ib 4tWt ►��ip1j ' Yd---+,.wL111?�b1f' 101111/51 �' �t i:�+ �r�` � iri�r ' r ,.r4'e ®/<q �arls�arrtara�-w.,. `�....-�,�...__�a.a• WGS84122°13,000' W Z 0 0 0 0 z 0 0 0 122°19.000' W i1 122°18,000' W 122°17.000' W 122°16.000' W 122°15.000' W t. 1 1ftEl 1 2 a 12 ]:pca2aithi0?tr88h63N6zi0rx sly cont o) 122°14.000' W WGS84122°13,000' W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 13017 56th Avenue South Tukwila, Washington P/N 2172000030 Topographic and Location Map FIGURE 1 P548 -TI 6 Lf) TP -1 204' 207' 0 56th AVE S 4% \ TEST PIT LOCATION TP -1 -4111111."- NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 13017 56th Ave S Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: JEB DATE: Feb. 19, 2016 JOB NO. P548 -T16 SCALE: As Shown FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT 0 a 0 5tn z 0 z z z z 0 0 J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW i'!• '•.E7'..:41`4 WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o.••;. °•t d p. D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. SIEVE GRAVELS WITH GM GRA o' 0 ' • C SILTYGRAVELS,RPOORLY GRADED GRAVEL -SAND -SILT S OVER 15% FINES �i�! % CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYGC MIXTURES SANDS CLEAN SANDS WITH LITTLE SW -:•:•:' WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP : •• •• POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THANSANDS NO. 4 SIEVE WITH SM ` SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC ••' 'j� />,L CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL =- — - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH 0INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH A INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH . ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt i , ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value 0 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial ilii Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Q Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA-# FigureA-1 MIGIZI hili GROUP Migizi Group, Inc. TEST PIT NUMBER TP-1 P.O. Box 44840 Tacoma, WA 98448 PAGE 1 OF 1 Telephone: 253-537-9400 Figure A-2 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 13017 56th Ave S PROJECT NUMBER P548-T16 PROJECT LOCATION Tukwila, Washington DATE STARTED 2/10/16 COMPLETED 2/10/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner-Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER ui U vi GRAPHIC LOG MATERIAL DESCRIPTION - - - - _ _ 2.5 GB S-1 GB S-2 i ` `1 1;.,\.,;. Sod and Topsoil 0.8 ML (ML) Brown mottled silt with some fine sand (very soft, moist to wet) (Alluvial Deposits) Small roots observed down to 3 feet 7.0 _ 5.0 _ 7.5 SM (SM) Dark gray silty sand with interbeds of clean fine sand (medium dense, moist) (Alluvial Deposits) 12.0 - - - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 12.0 feet. bin MiTek L.77 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1600757 Plan - 12 2802. 2 car The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: KI739979 thru K1739994 My license renewal date for the state of Washington is May 16, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. February 18,2016 REVIEWED FOR CODAPPCOMPLIANCE ROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 6 2016 PERMIT CENTER Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. biboO49 c,/2 Job Truss Truss Type Qty Ply Plan - 12 2802. 2 car K1739979 81600757 A01 GABLE 1 1 Job Reference (optional) FroBuild Arlington, Arlington,WA 98223 1-1-7-13 6-6-0 7-13 6-6-0 4x6 11-0-0 I 14-0-0 4-6-0 3-0-0 20-1-15 6-1-15 4.55 r12-- 13 16 12 14 153x6 % 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:46 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ nouaXASh_4UrH5eeOZMNIpo7q?vRLsWQfmaowyzjwvN 76-6-0 32-10-1 39-0- 6-4-1 6-4-1 6-1-15 5x6 = 18 19 20 21 22 . 1 5-0-0 3-6-0 5-6-0 -7-13 Scale = 1:94.6 75 74 73 72 71 70 69 68 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 4767 46 45 44 434m 8x8 = 4x6 = 8x8 = 8x8 = 2.00 V 8x8 = 8-1-4 1 15-9-0 20-1-15 8- -4 7-7-12 4-4-15 32-10-0 12-8-1 39-10-0 7-0-0 46-2-4 40 53-0-0 6-4-4 6-9-12 1 Plate Offsets (X,Y)- 2:0-7-14,0-0-31,12:0-0-14 2-7-71,742:0-4-0,0-0-01 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.19 BC 0.04 W8 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 39 n/r Vert(TL) 0.00 38-39 n/r Horz(TL) 0.01 38 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 393 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD OTHERS WEDGE Left: 2x4 HF No.2 2x4 HF No.2 *Except* T1: 2x4 DF 1800F 1.6E 2x6 DF 2400F 2.0E *Except* B4,B3: 2x6 DF No.2 2x4 HF Stud/Std *Except* ST17,ST16,ST15,ST14,ST13,ST12 REACTIONS. All (Ib) - Max Max Max BRACING - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 bearings 53-0-0. Horz 2=-128(LC 9) Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-212(LC 3) Gray All reactions 250 Ib or less at joint(s) 72, 42, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=469(LC 19), 40=476(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-334/92, 37-40=-333/92 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-58, 19-59, 18-60, 17-61, 21-57, 22-56, 23-55 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=lb) 41=212. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. Continued on page 2 February 18,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shone, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739979 61600757 A01 GABLE 1 1 Job Reference (optional) RroBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:46 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ nouaXASh_4UrH5eeOZMNIpo7q?vRLsWQfmaowyzjwvN NOTES - 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739980 B1600757 A02 SPECIAL TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 al 7-1 6-6-0 1 11-0-0 1 14-6-0_0 1_5=991__20-1A 5 1 -7.13 6.6-0 4-6-0 3-0-0 1-9-0 4-4-15 5x16 2 2x4 3 5x12 4 3x8 % 3x6 6 4.55 112 26-6-0 2x4 I1 7 6-4-1 5x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:48 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ kAOLysUyWhkZWPo1 W PrgEtGwpNHpbnj6436bgzjwvL 32-10-1 39-0-0 1 44-0-0 47-6-0 53-0-0 514-7-18 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 2x4 11 9 5x8 10 5x10 11 2x4 12 Scale: 1/8"=1' 5x16 20 4x8 II 2.00 12 10x16 MT2OHS = 19 18 8x16 MT2OHS = 5x10 = 27 28 8-1-4 15-9-0 1.2115 3 -10.0 8-1-4 7-7-12 4-4-15 12-8-1 7-0-0 6-4-4 17 8x8 = 9-10- 16 8x16 MT2OHS = 4 15 =3 r 14 o v 9x18 MT18H = 0 6-9-12 Plate Offsets (X Y1— [2:0-3-3 Edge], [2:0-0-14.2-7-7]. [10:0-3-4,0-3-0] f13:0-3-3,Edge], [15:0-9-0.0-5-81 [17:0-4-0,0-4-8]. [20:0-8-0.0-5-8] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.98 BC 0.85 WB 0.83 (Matrix -S) DEFL. in (loc) 1/deft Vert(LL) -0.86 17-18 >742 Vert(TL) -1.8717-18 >341 Horz(TL) 0.61 13 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18H 185/148 Weight: 292 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T1: 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* B4,B3: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* W4,W5,W10,W9,W12,W1: 2x4 HF Stud/Std, W3: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (lb/size) 2=2389/0-5-8, 13=2400/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 13=-91(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8949/323, 3-4=-8740/285, 4-5=-4477/126, 5-6=-4403/136, 6-7=-3965/116, 7-8=-3996/180, 8-9=-3994/182, 9-10=-3989/113, 10-11=-4736/145, 11-12=-8525/199, 12-13=-8657/232 BOT CHORD 2-20=-368/8427, 19-20=-214/5734, 18-19=-87/4112, 18-27=0/2923, 27-28=0/2923, 17-28=0/2923, 16-17=0/4310, 15-16=-78/5948, 13-15=-164/8106 WEBS 7-18=-404/115, 6-19=-36/518, 9-17=-467/133, 6-18=-771/111, 11-16=-1925/104, 8-18=-121/1405, 8-17=-124/1403, 10-17=-855/125, 10-16=-6/436, 11-15=-25/3033, 4-19=-2025/156, 4-20=-105/3492 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 11-16, 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 18,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739981 B1600757 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 71-7-13 6-6-0 18-4-11 11.0-0 70 .15 9-1-15 1-7-13 6-6-0 1-10-1 2-7-15 4.55 12 2x4 II 26-6-0 6-4-1 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:49 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ CNaj9BUaH?sP8ZND4iw4NSQSjDjOY23sLkog7HzjwvK 32-10-1 1 39-0-0 1 45- -r 6-4-1 6-1-15 6-4-0 2x4 11 5x12 MT2OHS 2x4 11 7-8-0 Scale= 1:94.2 4x8 II 2.00 12 17 10x16 MT2OHS = 16 15 8x16 MT2OHS = 5x10 = 1 8-1-4 1 15-9_0 1 8-1-4 7-7-12 10-9-0 15-10-2 6- 23 24 14 8x10 = 25 26 13 4x4 = 1 53-0-0 10-7-14 12 o ri r4 4x12 Plate Offsets (X Y)— [2:0-3-3.Edge], [2:0-0-14 2-7-7]. [10:0-6-0.0-3-01.,[12:0-1-2.Edgel, [14:0-4-8,0-4-8], [17:0-8-0.0-5-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.91 BC 0.85 WB 0.83 (Matrix -S) DEFL. in (loc) Vert(LL) -0.7514-15 Vert(TL) -1.6014-15 Horz(TL) 0.43 12 I/defl >849 >396 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 281 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T1: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* B3: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* W4,W5,W9,W10,W1: 2x4 HF Stud/Std, W3: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2408/0-5-8, 12=2260/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9062/327, 3-4=-8856/290, 4-5=-4530/125, 5-6=-4456/135, 6-7=-4019/116, 7-8=-4049/179, 8-9=-4108/187, 9-10=-4096/116, 10-11=-5198/157, 11-12=-5586/191 BOT CHORD 2-17=-380/8533, 16-17=-223/5805, 15-16=-94/4161, 15-23=0/2974, 23-24=0/2974, 14-24=0/2974, 14-25=-16/4440, 25-26=-16/4440, 13-26=-16/4440, 12-13=-122/5158 WEBS 7-15=-405/116, 6-16=-37/516, 9-14=-462/131, 6-15=-769/111, 10-13=-10/650, 11-13=-506/135, 8-15=-120/1404, 8-14=-127/1472, 10-14=-905/136, 4-16=-2054/159, 4-17=-109/3547 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 18,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Qualify Cdteda, DSB-89 and BCSI Building Component Safety Intormation available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802.2 car K1739982 61600757 A04 COMMON 2 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 111-7-13 7-8-0 1-7-13 7-8-0 14-0-0 6-4-0 5x12 MT2OHS % 4 2x4 2\ON •00. �I1 i 20-1-15 6-1-15 4.55 112 2x4 11 5 3 •.t 6-4-1 5x8 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:50 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar= gZ85MXVC2J_GljxQdPRJvfycKc4FHaT7ZOYDfjzjwvJ 6-4-1 2x4 11 7 • I S 6-1-15 6-4-0 5x12 MT2OHS 4x12 14 19 4x4 = 20 13 2x4 'i 9 53-0-0 1 7-8-0 Scale = 1:92.6 8x10 = 21 22 12 8x10 1 10-7-14 20-1-15 32-10-1 1 10-7-14 9-6-1 12-8-1 23 42-4-2 24 11 4x4 = 53-0-0 9-6-1 10-7-14 4x12 = Plate Offsets (X Y)— [2:0-1-2.Edge]. 14:0-6-0,0-3-01 [8:0-6-0 0-3-01, [10:0-1-2 Edge], [12:0-4-8.0-4-81, [13:0-4-8.0-4-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.99 BC 0.81 WB 0.50 (Matrix -S) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) -0.69 12-13 -1.43 12-13 0.22 10 1/deft >925 >442 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 266 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* B2: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* W1,W2: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2391/0-5-8, 10=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-90(LC 4), 10=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5612/188, 3-4=-5236/153, 4-5=-4132/113, 5-6=-4145/186, 6-7=-4139/185, 7-8=4126/115, 8-9=-5198/154, 9-10=-5583/189 BOT CHORD 2-14=-239/5198, 14-19=-134/4474, 19-20=-134/4474, 13-20=-134/4474, 13-21=0/3004, 21-22=0/3004, 12-22=0/3004, 12-23=-15/4456,'23-24=-15/4456, 11-24=-15/4456, 10-11=-120/5152 WEBS 5-13=-463/131, 7-12=-462/131, 3-14=-511/136, 4-14=-8/651, 4-13=-906/135, 6-13=-127/1476, 6-12=-127/1468, 8-12=-889/136, 8-11=-10/627, 9-11=-499/135 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation •uide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and' " gypsum sheetrock be applied directly to the bottom chord. February 18,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739983 B1600757 A05 COMMON 4 1 Job Reference (optional) roBuild Arlington, Arlington, WA 98223 11-7-14 7-8-0 1 140-0 6-4-0 1-7-13 7-8-0 5x12 MT2OHS 20-1-15 21-010 26-6-0 6-1-15 0-10-1 5-6-0 4.55 12 5x8 = 6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:52 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ cyGsnDXSawE_?05olgTn_42_LQmgIU011 i1 KkbzjwvH 32-0-0 32+140 39-0-0 1 45-4-0 53-0-0 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 5x12 MT2OHS Scale = 1:92.6 4x12 = 6x8 II 4x4 = 29 13 30 8x10 = 10-7-12 21-0-0 1 2 10-7-12 10-4-4 5-6-0 12 8x10 = 0-0 32 -4-4 33 11 4x4 = 3- 5-6-0 0-11- 3 9-4-6 10-7-12 4x12 = 6x8 I I 0 14 0 Plate Offsets (X,Y)— 2:0-1-12,1-5-01. 12:0-1-2,Edge], [4:0-5-12,0-3-0].18:0-5-12,0-3-01, [10:0-1-12,1-5-0], 110:0-1-2,Edge], [12:0-4-4 0-4-121 [13:0-4-4,0-4-121 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2012/TPI2007 CSI. TC 0.89 BC 0.81 WB 0.49 (Matrix -S) DEFL. in (loc) Vert(LL) -0.5412-13 Vert(TL) -1.6312-13 Horz(TL) 0.22 10 I/deft >999 >388 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E `Except` B2: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* W1,W2,W7: 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 10=2390/Mechanical, 2=2523/0-5-8 Max Horz 2=136(LC 8) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5820/0, 3-4=-5477/0, 4-5=-4487/0, 5-6=-4498/0, 6-7=-4503/0, 7-8=-4491/0, 8-9=-5518/0, 9-10=-5862/0 BOT CHORD 2-14=0/5401, 14-28=0/4757, 28-29=0/4757, 13-29=0/4757, 13-30=0/3258, 30-31=0/3258, 12-31=0/3258, 12-32=0/4777, 32-33=0/4777, 11-33=0/4777, 10-11=0/5441 WEBS 5-13=-460/132, 7-12=-460/132, 3-14=-482/126, 4-14=-54/554, 4-13=-842/167, 6-13=0/1619, 6-12=0/1627, 8-12=-862/168, 8-11=-56/584, 9-11=-486/127 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 14" gypsum sheetrock be applied directly to the bottom chord. February 18,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bulding Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739984 B1600757 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 171 1-7-13 Arlington, WA 98223 26-6_0 4x6 = 5x16 % 3z64 3 7 9 26-6-0 4x6 2 4.55 12 14 17 13 15 16 8 19 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:57 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ zv3IgwbbPStH5o_mYN3yh81g0RbJQgElBzk5PpzjwvC 53-0-0 5x6 = 20 21 22 23 24 25 26 26-6-0 27 28 4x6 29 30 31 2 33 35 o1 •� 36 Scale = 1:93.2 3x6 5x16 38 4x6 40 39 8x12 77 76 75 74 73 72 71 70 69 68 67 66 65 63 62 61 60 59 58 57 56 55 54 51 50 49 48 47 46 45 44 43 42 41 8x8 = 8x8 = 8x12 53-0-0 53-0-0 Plate Offsets (x.Y)- 2:0-0 2,0 2-9j 12:0-0-6,0-2-0],140:0-0-6,0-2-0],(40:0-0-2,0-2-9 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.96 BC 0.28 WB 0.11 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) -0.00 1 -0.01 1 0.06 59 I/defl n/r n/r n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 402 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 62: 2x6 DF No.2 OTHERS 2x4 HF Stud/Std *Except* ST18,ST17,ST16,ST15,ST14,ST13: 2x4 HF No.2 SLIDER Left 2x4 HF No.2 2-8-9, Right 2x4 HF No.2 2-8-9 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 35) Max Uplift All uplift 100 Ib or less at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41 except 40=-2210(LC 28), 2=-2247(LC 19) Max Gray All reactions 250 Ib or less at joint(s) 59, 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=2291(LC 39), 77=257(LC 1), 41=310(LC 1), 2=2333(LC 40) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6650/6501, 3-4=-5700/5599, 4-5=-5350/5267, 5-6=-5019/4956, 6-7=-4677/4632, 7-8=-4334/4309, 8-9=-3991/3989, 9-10=-3648/3669, 10-11=-3305/3350, 11-12=-3111/3143, 12-13=-2962/3030, 13-14=-2631/2711, 14-15=-2303/2391, 15-16=-1975/2072, 16-17=-1647/1752, 17-18=-1319/1433, 18-19=-991/1113, 19-20=-663/795, 20-21=-335/471, 21-22=-335/448, 22-23=-663/786, 23-24=-991/1097, 24-25=-1319/1410, 25-26=-1647/1724, 26-27=-1975/2039, 27-28=-2303/2358, 28-29=-2631/2677, 29-30=-2959/2996, 30-31=-3078/3109, 31-32=-3287/3316, 32-33=-3615/3635, 33-34=-3957/3955, 34-35=-4300/4275, 35-36=-4643/4599, 36-37=-4986/4922, 37-38=-5316/5233, 38-39=-5665/5566, 39-40=-6619/6481 BOT CHORD 2-77=-6006/6228, 76-77=-5212/5346, 75-76=-4875/5009, 74-75=-4599/4733, 73-74=-4292/4426, 72-73=-3985/4120, 71-72=-3679/3813, 70-71=-3372/3506, 69-70=-3065/3200, 68-69=-2759/2893, 67-68=-2452/2586, 66-67=-2145/2280, 65-66=-1839/1973, 64-65=-1532/1666, 63-64=-1378/1512, 62-63=-1225/1360, 61-62=-919/1053, 60-61=-612/746, 59-60=-305/440, 58-59=-305/440, 57-58=-612/746, 56-57=-919/1053, 55-56=-1225/1360, 54-55=-1378/1512, 53-54=-1532/1666, 52-53=-1839/1973, 51-52=-2145/2280, 50-51=-2452/2586, 49-50=-2759/2893, 48-49=-3065/3200, 47-48=-3372/3506, 46-47=-3679/3813, 45-46=-3985/4120, 44-45=-4292/4426, 43-44=-4599/4733, 42-43=-4875/5009, 41-42=-5212/5346, 40-41=-6006/6228 Continued on page 2 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-2-15 oc bracing. 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. February 18,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and buss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21814. Lee Street. Suite 312, Alexandria. VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739984 61600757 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:57 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ zv3lgwbbPStH5o_mYN3yh81g0RbJQgE1 Bzk5PpzjwvC NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41 except (jt=1b) 40=2210, 2=2247. 10) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 53-0-0 for 230.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739985 B1600757 B01 KINGPOST 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0,0-0 1 1-0-0 6-0-0 6-0-0 9-6-0 3-6-0 454 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:58 2016 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_ R5d72GbD9m?BjxZy55aBELl6?ru69HcBPdUeyFzjwvB 19-0-0 170-0-04 9-6-0 1-0-0 3x8 - 6-0-0 6-0-0 12-0-0 6-0-0 13 12 11 10 5x8 19-0-0 7-0-0 Scale = 1:44.0 Plate Offsets (X Y)- 2:0-8-4.0-1-6]. (3:0-2-14 Edge] 18:0-8-4,0-1-61,11310-0-11,0-2-111 LOADING (psf) TCLL 25.0 TCDL 10.0 8CLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.49 BC 0.50 WB 0.10 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 14 >999 240 Vert(TL) -0.07 13-14 >999 180 Horz(TL) 0.06 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=-124(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) 11, 10 except 2=-1454(LC 27), 8=-1484(LC 30), 13=-162(LC 27), 12=-105(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 12, 11, 10 except 2=1726(LC 24), 8=1616(LC 25), 13=593(LC 1), 13=593(LC 1), 8=277(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2693/2397, 3-4=-933/898, 4-6=-810/794, 6-7=-1584/1520, 7-8=-2685/2565, 3-5=-428/112, 5-13=-485/93 BOT CHORD 2-14=-2113/2403, 14-27=-2115/2401, 13-27=-1842/2129, 12-13=-1895/2007, 11-12=-1021/1132, 10-11=-602/713, 8-10=-2024/2135 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 5; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 10 except (jt=1b) 2=1454, 8=1484, 13=162, 12=105, 8=1484. 7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 18,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1911 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739986 81600757 B02 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 4-11-7 9-6-0 1-0-0 4-11-7 8.00 12 2x4 2x4 3 5 Allii1111111161„, 4-6-9 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:34:59 2016 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_ vIBVFccrw47?K578fo5QmZgLzFDfuiXKeHDCUhzjwvA 14-0-9 l 19-0-0 120-0-0 4-6-9 4-11-7 1-0-0 3x8 = 9-6-0 9-6-0 8 3x8 19-0-0 9-6-0 3x8 = Scale = 1:42.1 Plate Offsets (X Y)— [2:0-5 9.0-1-8],[6:0-5-9.0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.22 BC 0.54 WB 0.25 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 8-14 >999 240 Vert(TL) -0.26 8-14 >887 180 Horz(TL) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/59, 3-4=-822/65, 4-5=-822/64, 5-6=-1103/60 BOT CHORD 2-8=-58/851, 6-8=0/851 WEBS 4-8=-1/494, 5-8=-313/120, 3-8=-313/120 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and' " gypsum sheetrock be applied directly to the bottom chord. February 18,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312. Alexandria, VA 22314. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739987 81600757 803 COMMON TRUSS 1 q J Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 3-0-12 3-0-12 ( 6-0-12 8.00 12 3x8 i 3-0-0 5x8 9-6-0 3-5-4 4x8 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:00 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ NUItTydThNFsyFiLDWcfJmNUSeX8d_3Utxz108zjwv9 12-11-4 i 15-11-4 15-0r0 3-5-4 3-0-0 3-0-12 5x8 3x8 6x18 MT18i 12 H 5x16 11 • . $ •.f 9 10 12x12 = 20 4 8x8 =- 2122 8 6x18 MT18H 5x16 I 3-0-12 3-0-0 3-5-4 3-5-4 3-0-0 3-0-12 Scale = 1:41.2 Plate Offsets (X Y)— [1:0-3-5.Edgel, [7:0-3-5,Edgel [9:0-3-8,0 5-4], [11:0-3-8,0-5-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.37 BC 0.65 WB 0.94 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.12 9-10 >999 240 Vert(TL) -0.26 9-10 >885 180 Horz(TL) 0.08 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud/Std *Except* W5: 2x4 HF No.2 REACTIONS. (Ib/size) 1=10577/0-5-8, 7=9707/0-5-8 Max Horz 1=112(LC 24) Max Grav 1=11566(LC 2), 7=10807(LC 2) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17827/0, 2-3=-14722/0, 3-4=-11131/0, 4-5=-11131/0, 5-6=-14924/0, 6-7=-18071/0 BOT CHORD 1-12=0/14833, 12-17=0/14833, 11-17=0/14833, 11-18=0/12214, 18-19=0/12214, 10-19=0/12214, 10-20=0/12384, 9-20=0/12384, 9-21=0/15028, 8-21=0/15028, 8-22=0/15028, 7-22=0/15028 WEBS 4-10=0/11946, 5-10=-4769/0, 5-9=0/5513, 6-9=-3149/0, 6-8=0/3259, 3-10=-4511/326, 3-11=-274/5210, 2-11=-3118/154, 2-12=-101/3204 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2244 Ib down and 86 Ib up at 1-0-12, 2244 Ib down and 86 Ib up at 3-0-12, 2244 Ib down and 86 Ib up at 5-0-12, 2256 Ib down and 86 Ib up at 7-0-12, 2256 Ib down and 86 Ib up at 9-0-12, 2374 Ib down at 11-0-12, 2374 Ib down at 13-0-12, and 2374 Ib down at 15-0-12, and 2374 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard • February 18,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Qualify Criteria, 059-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739987 B1600757 B03 COMMON TRUSS 1 3 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:00 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar= NUItTydThNFsyFiLDWcfJmNUSeX8d_3Utxzl08zjwv9 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-58, 4-7=-58, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-2112(F) 12=-2076(F) 14=-2076(F) 17=-2076(F) 18=-2106(F) 19=-2106(F) 20=-2112(F) 21=-2112(F) 22=-2112(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739988 B1600757 CO1 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -1-0-0 1-0-0 6-0-0 8.00 12 6-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:01 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_rglFgle6ShNiaPHXnDBus_wgC2zuMfSd5bilYazjwv8 12-0-0 1 13-0-0 1 6-0-0 1-0-0 4 3 'A w A AIIIL Y 4x6 = 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 10 1 4 Scale= 1:27.1 Plate Offsets (X.Y1— [2:0-0-0,0-0-41,110:0-0-0.0-0-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 11 n/r 180 Vert(TL) -0.00 11 n/r 120 Horz(TL) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 25) Max Uplift All uplift 100 Ib or Tess at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749/764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 8) * This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=lb) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739989 B1600757 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) ?roBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:02 2016 Page 1 ID:fPVdnE YkwaL3oGt8ugRs7yvar_ KtseueekD?VZBZsjKxf7OBStdSMM56nnKFSs50zjwv7 3-11-8 3-11-8 2x4 11 5 8.00 12 2x4 • m Scale = 1:19.2 it. Am or wawa ri www...aara LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739990 B1600757 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) ,ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:03 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-o3Q05_fM_IdQpjRwueAMxP?1 yshZgZRwZvBPdTzjwv6 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 4-7 >999 240 Vert(TL) -0.02 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse v4th possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan - 12 2802. 2 car - K1739991 B1600757 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:03 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ o3Q05_fM_IdQpjRwueAMxP?2NsidgZRwzvBPdTzjwv6 -1-0-0 i 1-11-8 1 1-0-0 1-11-8 2x4 11 4 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) 1/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Gray 4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. AIM II•111 Mill MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739992 61600757 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) ,ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:03 2016 Page 1 ID:fPVdnE_YkwaL3oGt8ugRs7yvar_-o3Q05_fM_IdQpj RwueAMxP?2NsijgZRwzvBPdTzjwv6 -1-0-0 I 1-11-8 I 1-0-0 1-11-8 3x4 = 1-11-8 1-11-8 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.00 7 >999 Vert(TL) -0.00 7 >999 Horz(TL) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design n based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, 058-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car • K1739993 B1600757 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) •ProBuild Arlington, Arlington, WA 98223 4 c 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:04 2016 Page 1 ID:fPVdnE YkwaL3oGt8ugRs7yvar_ GF_OIKg_IcIHRsO6SLhbTcXChF1o20h3oZxz9vzjwv5 1-0-0 3-11-8 3x4 = 3-11-8 3-11-8 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.01 4-7 >999 Vert(TL) -0.02 4-7 >999 Horz(TL) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Hoz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan -12 2802. 2 car K1739994 81600757• J604 MONOPITCH TRUSS 1 1 Job Reference (optional) •ProBuild Arlington, Arlington, WA 98223 0 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 18 09:35:04 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ GF_OIKg_IcIHRsO6SLhbTcXD6F2gZOH3oZxz9vzjwv5 3-11-8 3-11-8 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCD_ 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) 0.00 1 n/r 180 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 18,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y /4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of This design (frontback, words and pictures) before use. Reviewing pictures alone isnot sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ( 1 TOP CHORDS I (Drawings not to scale) 2 3 MEDimensions are in ft -in -sixteenths. �Apply plates to both sides of truss and fully embed Teeth. � 1 0' /16" TOP CHORD ILI )411111 p U III _ Alp For 4 x 2 orientation, locate plates 0 -'ns' from outside edge of truss. This symbol indicates the C7-8 C6-7 C5-6 O — BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC ES Reports: ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR 1397, ESR 3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved required direction of slots in `Plate software PLATE 4 LATERAL BEARING king location SIZE x 1 - connectorplates. details available in MiTek 20/20 or upon request. The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION ri�� Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint M rib I( MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. .=_--iii ii._� Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. . DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. In 2-011-00 2-011-00 7-00-00 GARAGE 12-00-00 = Truss left end indicator. 11-00-00 19-00-00 11-00-00 30-00-00 o 0 0 CD co 0 m 0 0 0 0 O O N 2-00-00 PRQ�[ R� 20815 67th Ave NE '�� Arlington, WA 98223 Ki Phone: 1-360-925-4155 vllnl\I\" 12 2802. 2 car IhIVIIIL:1.. L2-2802-2 Plan WILDER : Cary fang const. aF <- 13017 56th ave S, Tukwila, WA 1.0T:x .1014.: B1600757 0115 IS IR S 11.111,MNITll H 1101.1 ITsss1111,,CN d=igned aA individual Wilding component, m he 3110,11a. int,. building auign • at d,c sp , of the budding designer Sec the individual dm,e Occu fm each buss design iJrnhlind Ne placcmcol hawing. The building duiener is n,n�nuiM1lc for temporary and pcnnaImamsl Imag of tM1< and 1111,„,1411 and for the overall clnetme n,e dm* of die vuss support s11ucmrc including hcaJns. walls. and column, is the responsibility of the M1uildine du,gncr For general guidance regarding Macing, consult "Nracing of wood truss, avallable s Plate Institute. 583 1)lnilr,n Drive: \laaiann. u� e3., 1 1 1 i m 4l 11 1 1• i 1 x 1 13,00-03 II 16-11;08 I Ie i I ' ; i Iis II II VaultedC 21112 I I ' Ceiling Pitch a 9 I A05(4) FURN i ?04(21) ., I A0 3(3) i A02(5) J 0 E6 II AREA I I i III i I 1 I 1 I I I i I I 41EI it 120" I I 1 I I' 11 Vaulted Ceiling 1 2/12 Pitch '.I , a n a n, n a' n �3 B02 O .-E6 u �l I B01 JAO2(5) _ o lLQ 4:21 Elltk C01 7 ♦ lr Y JB03(4) m1.. I Ij JR (S) I I c 4 + y T Y • it • ®= HUS28 7-00-00 GARAGE 12-00-00 = Truss left end indicator. 11-00-00 19-00-00 11-00-00 30-00-00 o 0 0 CD co 0 m 0 0 0 0 O O N 2-00-00 PRQ�[ R� 20815 67th Ave NE '�� Arlington, WA 98223 Ki Phone: 1-360-925-4155 vllnl\I\" 12 2802. 2 car IhIVIIIL:1.. L2-2802-2 Plan WILDER : Cary fang const. aF <- 13017 56th ave S, Tukwila, WA 1.0T:x .1014.: B1600757 0115 IS IR S 11.111,MNITll H 1101.1 ITsss1111,,CN d=igned aA individual Wilding component, m he 3110,11a. int,. building auign • at d,c sp , of the budding designer Sec the individual dm,e Occu fm each buss design iJrnhlind Ne placcmcol hawing. The building duiener is n,n�nuiM1lc for temporary and pcnnaImamsl Imag of tM1< and 1111,„,1411 and for the overall clnetme n,e dm* of die vuss support s11ucmrc including hcaJns. walls. and column, is the responsibility of the M1uildine du,gncr For general guidance regarding Macing, consult "Nracing of wood truss, avallable s Plate Institute. 583 1)lnilr,n Drive: \laaiann. u� e3., 2/1/2017 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Permit No. D16-0049 CARY LANG - FOSTER POINT 1301756AVE S • Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/5/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at Address your extension request to the Building Official and state your r The Building Code does allow the Building Official to approve one extension of extension request is granted, you will be notified by mail. least seven(7) days before it is due to expire. eason(s) for the need to extend your permit. up to 180 days. If it is determined that your In the event you do not call for an inspection and/or receive an extension prior to 3/5/2017, your permit will become null and -void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, M1 Rachelle Ripley Permit Technician File No: D16-0049 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Public Works Department - Bob Giberson, Director MEMORANDUM TO: DEVELOPMENT FILE J6 FROM: PUBLIC WORKS DEPARTMENT — Joanna Spencer, Development Engineer DATE: April 13, 2016 SUBJECT: Cary Lang (SFR) 13017 56th Avenue South TL No. 217200-0030 Permit No. D16-0049 Attached Civil plan sheet shows finished floor for New House is at least one (1) foot above the base 100 year flood elevation. No further Flood Control Permit information is required. 6300 Building • 6300 Southcenter Boulevard Suite 100 • Tukwila, WA 98188 • 206-433-0179 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov \"�� | ^~` | SS SS ^ 4 4 4 � 0 N56°08'18"W 191.38' 5% _J 5' BSBL _--~ '--~ '_-~ '--~ ,_-' '__' '-_' '__. '_—~ '--~ '__^ '—_' ~ '--~ ' -_. '_-~ '_-' ,-_/ '-_' '_-~ '_-- '_- .-_. '-- '-_- . � ' . __' ,__' '__' ,--� '_-~ '--~ '_-. '-_' '_-� '__' / _-' ,__' '-_' ,_� ,_' '__. ~-_' '-_� '_-~ '__' '_—' ,--. '—_' / 7 '—_' '__' .--' ,_~ ' '__' '__' '_-~ �_' '--~ ^ ' '----7/',___/. -_� ' � ' ' - I- _—~ ,—� �—' �—' �—~ '—~ '—~ �� '—� �� ��.'� ,_-' ,_� '-_' '-_. '--~ '-_. '__. '--~ ,_-~ '_-. ��~ ,--- ' r—' ' | . � '__� ,__~ ,_� '__~ '__~ ,__. ,--~ '_-. '--~ . / ,—_. '--~ '—_' '—_~ .—_. '_-' -_� '--~ __~ ~-_' '� '_-~ ' L—� '--' 507]'�/E��cT�fTI�] '--' ,—~~• .. „—^ _ '__ ,--' '-_' ' ' ' ' „ v .y ' /___,~ 7 ,--. ,-,---- „----•' ' '__' ,---•--' ,-~. , [-_. '-_. ,__' '__' '~ '_—' ,--~ '_—~ '—_' ,_—' ' Y '-_. /----' ' / 5' BSBL 1 MIGIZI GROUP, INC. PO Box 44840 Tacoma, Washington 98448 PHONE (253) 537-9400 FAX (253) 537-9401 March 29, 2016 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Response to City of Tukwila Comments COMBOSFR Permit Application Number D16-0049 13017 56th Ave S Tukwila, Washington P/N 2172000030 MCI Project P548 -T16 Dear Mr. Lang: RECEIVED CITY OF TUKWILA MAR 312016 PERMIT CENTER Migizi Group, Inc. (MCI) is respectfully submitting our response to the Correction Letter #1 prepared by the City of TukwiIa's Department of Community Development regarding the above referenced site. MCI has reviewed Sheet SP1 prepared by PGB, LLC showing the proposed improvements. It is our opinion, based upon our observations, that the development plans have been prepared in accordance with recommendations contained within our February 10, 2016 Geotechnical Engineering Report. CLOSURE We trust the above response adequately addresses the City's request for information. Should further clarification be required, do not hesitate to contact us. Sincerely, MIGIZI GROUP, INC. Zach L. Logan Staff Geologist CORRECTION t(cr oolii Pagel of 1 Casey R. Lowe, P.E. Principal Engineer Fe,,q- 6-oog? cRe e p -r- Ilec,v1"j pacy me 'y/---()ci-- I 0 filove poGue My e,q 3 0- • 19\ p C;(an (( r„„•., r-4 f(6 5acetfl e -jou . CORRECTION Irt oveAlkrqd RECEMM MY OF TUKWLA ViAR 31 2016 PERMET CENT'ER March 26, 2016 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0049 CARY LANG - FOSTER POINT - 13017 56 AVE S Dear CARY LANG, Allan Ekberg, 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) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Provide revised elevation sheets specifying North, East, South and West. 2. Show window at the stairway as Safety glazing. 3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 4. Egress windows located on the buildings minimum 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 -foot wide area below the rescue window. Since the minimum set back is 5 -feet on each side of the property lines, minimum of 10 -feet by 4 -feet shall be allowed between buildings if applicable. Provide a note on the plan that no fence other than a wood fence or similar shall be allowed at that location. Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be designed where bedrooms are located on the side of the building to provide for adequate ground ladder access. (TMC 16.16.070) PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1 Applicant needs to Fill out Traffic Concurrency Test Application and submit this application to Public Works together with $300 application fee. 2 There is an existing O/H power (and maybe telecommunication) installations running across the property. Submit a memo or email from SCL that these O/H installations will be removed and relocated. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 3) SINCE THE HOUSE IS NEXT TO THE RIVER PLEASE SHOW on your civil plan 100 year flood elevation and FF elevation in NGVD 29 datum. Please contact Ryan Larson, PW Surface Water Engineer for FEMA maps and Flood Zone Control information. 4 On your plan please cross reference the Geotech report (title, date, name and phone number of the Geotech firm) and the 3 -ft wide easement along the West property line per KC Recording No. 20160315000527. 5 The Geotech Engineer shall review the plans and provide a letter that the plans were prepared in accordance with the February 19, 2016 MIGIZI GROUP Geotechnical Engineering Report. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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)433-7165. S ncerely, Rachelle Ripley Permit Technician File No. D 16-0049 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-4.31-.3670 • Fax 20h-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0049 DATE: 03/31/16 PROJECT NAME: CARY LANG - FOSTER POINT SITE ADDRESS: 13017 56 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AtucY Building Division gm AWC' l� Public Works Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable n (no approval/review required) Planning Division n Permit Coordinator DATE: 04/05/16 Structural Review Required R:EVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/03/16 Approved Corrections Required n Approved with Conditions n Denied n U (corrections entered in Reviews) (ie: Zoning Issues) Notation: s (3� REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0049 DATE: 02/26/16 PROJECT NAME: CARY LANG - FOSTER POINT SITE ADDRESS: 13017 56 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division mg )1)0 CA124L Public Works A Auk, 3 m o >� 74-? (0 Fire Prevention 10 Planning Division Structural nPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/01/16 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 03/29/16 Approved Corrections Required ❑ Approved with Conditions Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: 1241.-- 12/18/2013 " 11 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D16-0049 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TItkWILA MAR 3 1 2016 PERMIT CENTER Project Name:_CARY LANG — FOSTER POINT Project Address: 13017 56TH AVE S Contact Person: l Qry !4 Phone Number: 2 — / 23 3-o Summary of Revision: • 5e / a ke vt ec) p /Q414' 5 -Howl r✓r7 G o r• -•e c 7r (-9 n-5 41- r 2n,5 //Z,3, 4/ ?W I &par -mac^• I TP A -4i e Co,g. le rre/W Ce2 ( r A,? /1[A-7 i`df" Rsz e I`p-j- F. -or. , Set #44 C,1, h-71-- 5 A-? ex, -1- D//f fotivPi- (Aid( so 'e �3 m Le-744"�9i'-�' � i�G/`21 (�s,-.<2r.�/-� �ic�vt2J�S/!'J¢ ��2rnsir-e 0-1,979 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 C:\Users\Rachelle-R\AppData\Local\Microsoft\Windows\Temporary Internet Piles\Content.M SO\B032PAP9.doc Revised: August 2015 Department of Natural Resources and Parks - Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type 136/3- 6-66 e Property Street Address ffrrlct 1 AAA - City State ZIP (14- R at—ler '.IT,,, . Owner's Name 2? 9/. 2--1'' reef' 4 LA-, Owner's Mailing Address k Gf 4 9tW3 City State ZIP - ;.�-- 5'e) er's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name 74ve Street Address p eyzi 14/A -f(. 9,4-y5 For King Count' e Only Account # No. of RCEs Monthly Rate 1)16%a 00f1 Sewer District`/ Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x0.64. ❑ Mobile home space (1.0 RCE per space) No. of Spaces x1.0. If Multi -family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No 1.6 2.4 3.2 Building Name Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit tomulti •Ie buildings? ❑ Yes ❑ No R C- FFBB2662 6 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential cu equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for 7 C { > e billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. I certify that the information given is correct. 1 underst nd that the capacity charge levied will be based on this information and any deviation will require resubmission of correctt to for determi tion of a revised capacity charg�, /16 Signature of Owner/Representative Date �' ( 241/ Print Name of Owner/Representative (s� )'1 t» i / �, �"' l—ai Ccz� 1057 (Rev. 4/11) White — King County Yellow — Local er gency Pink — Sewer Cust fuer 11 4' 4' 1y City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 2172000030 Address: 13017 56TH AVE S Applicant: CARY LANG - FOSTER POINT Permit Number: D16-0049 Issue Date: 4/26/2016 Permit Expires On: 10/23/2016 DESCRIPTION OF WORK: CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH 377 SQ FT ATTACHED GARAGE AND 91 SQ FT COVERED FRONT PORCH PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, ACCESS, SANITARY SEWER, STORM DRAINAGE, LAND ALTERING, 3/4" WM AND WATER SERVICE. METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: Connection Charge: $0.00 $0.00 $0.00 Installation: $0.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $75.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 TOTAL WATER FEES: $75.00 CARY LANG CONSTRUCTION I,.Tr, home Espanol Contact. (Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & Industries Page 1 of 2 A -Z Index Help My 1 &I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC 'NA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/13/2016 Bond ................. DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance .... ..................... INTERNATIONAL INSURANCE COMPAN Policy no. IG06C004381-00 $1,000,000.00 Received by L&I Effective date 08/20/2015 09/10/2015 Expiration date 09/10/2016 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. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 4/26/2016 0 0 J z 0 0 J rn -o : \Working\R16220 — LANG Residence 2\CADD\Drawings\R16220—PS—SP 0 0 0 0 E Cn N N 0 3' RIGHT OF WAY & PARKING EASEMENT KC REC. #20160315000527 7F m tn \..\\\\ llll;l/lllllllll -��-;-48 _ .1l 111 l 1 l l l l s° /1llllllllllllN 11111111111111 llllllllllalll 1ll1llllll 111 lllllllllllll U11111111111 1111111111111 .1111111 W 11l 1111111111111 11111111111111 r11111_ L LLL _ 11_l 15' 5% L L PROPOSED SINGLE FAMILY RESIDENCE FFE= (NGVD 29) (FIRE SPRINKLER) 17.504/5 4 4. • • d . 4 . o A. 20'B. BL .a IP 14 puu lua: D _J 5' Vh/ ca :Sa ' - v : �1na •aolaadsut saiVft 1n s)poJ align( alp uopoadsui pial 01 loatgns st aauuldaa u 3ut3l •lnnoaddu luanbas,gpu•-aol1- 3 uimuap pastnaa jo lulliuzgnsai u onnbai liir�a puu aouuldaoau sup pion flim owl) stop .131Ju shut Au1p].. -- sag1 01 suoistnaa JO suoilalap csuompp ...pu aisap ltm Ajlulol sisal uLisap 041 jo ..aunb6pu tgtsuodsaa aqs, •saauuutpao JO spaupuuTS pal iopu Jo suotluloin azuoulnu lou op uoup esuoi ticl aoaaa 01 loo!cps sI aouuldaooV •spaupunls �11D ino Minn o uuuzaoJuoa ioj luauzl.udOQ 'pa ai{l Aq pamainaa uoag anuil _suutd a aq J o WAs?. sERv(ce woe t 5 RF64.i D 15' VEGETATED FLOW PATH 1 -' 6 J[iL 11 b N E=12.56 8 E M-15,22 12. 8 2. 8" NW 0 W IYH 3/41( EX. 6" SEWER S T`J B r .. r1 =10. j EX. WM BOX WATER METER 01 13 `dE, �Y ` EX. POWER POLE 56TH AVE SOUTH, l!r W i� I;a -o 1 17) Li WA MIS 38„w -S HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 - ME 40 1 inch = 10 ft. RSR '...E.AR' .:i C [) ELEVATION 1..:1:::V=15. \.IGV:) °_") , ✓O, .rr r`.r;f( 3 LEGEND E PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE CORNER SET 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED INFILTRATION & DISPERSION TRENCH PARCEL NUMBER 2172000030 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. FOUNDATION 1.0' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2" GRAVEL STRIP DETAIL 0 N SCALE: NONE FOR MORE SOIL INFORMATION, SEE FEBRUARY 19, 2016 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL :..PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK NOTES: FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) CLEAN OUT WYE FROM PIPE 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 1,990 SQ. FT. (INCLUDING OVERHANG) TOTAL 1,990 SQ. FT. 1,990 / 10,700=0.186 X 100% = 18.6% MAX. BUILDING COVERAGE CONSTRUCTION NOTES: BACKFILL EXISTING GROUND (V 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 O CONSTRUCT (1'W x 18'L x 2'D) GRAVEL STRIP PER DETAIL 2. 0 CONSTRUCT (2'W x 10'L x 2'D) FOOTING INFILTRATION TRENCH PER DETAIL 1. 03 CONSTRUCT 25' LONG ROOF DISPERSION TRENCH PER DETAIL 3. 34 " ® INSTALL 45 LF 1442Z.WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. CITY OF TUKWILA MIGHT REQUIRES AN ADDITION LINE. t'5 UTILITY TRENCH (POWER & COMMUNICATIONS). © INSTALL 70 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. O INSTALL 5 LF 4" PVC FOOTING DRAIN (SLOPE TO DRAIN). CI INSTALL 10 LF 4" PVC SOLID PIPE @ 0.00%. 0 INSTALL 10 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). 10 INSTALL 5 LF 6" PVC SOLID PIPE @ 1.00%. 11 EX. POWER & COMMUNICATION LINE (TO BE RELOCATED AS REQUIRED) BY SCL. IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,206 SQ. FT. (INCLUDING OVERHANG) WALKWAY 40 SQ. FT. DRIVEWAY 450 SQ. FT. TOTAL 2,696 SQ. FT. 2,696 / 10,700=0.252 X 100% = 25.2% IMPERV. SURF. COVERAGE 2.5' S A J 3. jY ,s_ END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD 15.0' MIN 5.0' MIN 6" SOLID PIPE @ 1.0% MIN. EXISTING GROUND 0 ROOF DRAIN 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 el /.\\ r 2"X12"�';%'; PRESSURE TREATED',., GRADE BOARD 4" SOLID PIPE 30" T r;. r r� { '�% 6" RIGID PERFORATED PIPE LAID LEVEL 4"X4' SUPPORT POST SECTION A -A NOTES: 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 WASHED ROCK 3/4" - 1 1/2" • FILTER FABRIC RECE VED CITY OF TUKWILA MAR 312016 PERMIT CENTER [--18" O.C. ,ORREC ION L R# 2" GRADE BOARD NOTCHES ROOF DISPERSION TRENCH DETAIL 4 2" • Know what's below. Call before you dig. SCALE: NONE i(0 -you REFERENCE SHEET NO. SHEET 1 OF 2 SHEETS L. H. PHAN DESIGNED BY: L. H. PHAN CHECKED BY: PROJ. MNGR: REVIEWED FOR CODE COMPLIANC APPROVED APR 2 0 2016 OZ. C, ty of Tukwila UILDING DIVIS tO� 0 0 Layout Name: LANG Residence 2 \GADD \Drawings \R16220—PS—EC1.dwg K: \Working \R16220 0 0 0_ 0 0 Mar 27, 2016 — 10:13am THICI<ENED EDG Co *-1 0• N56°0818"W 0 o • - aim( ----- ------- ----- INSTALL SILT FENCE PER DETAIL THIS SHEET SET SILT FENCE 50' FROM THE CLOSEST POINT OF THE PROPERTY LINE TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET \ , \ z \, \ \ \ ,‘, , ,, \ \\\, „ .z,.,„„ - / , \,, ,/ .. , ,. z z . . --- •//2\\<x• / • / \s/ 4\\> ,>/ /\, \;\> \., \ / / • \/\`2,\/ \ \ \ \ ‘\,/ ' '‘\<•/< '\' " <,,,/,\, A /,‘</< < ..„( \ // /•,, /\/\ •/\ /— ••• /\/.\„. \ z` •\\ \\/ \/ -2\ /\ '' \`' / /v/\ \ `,/ /''' .././\\/\, \,'•'' _, \,../ / ....„ ,,..„ , \ \//...„ /.... < , .„.‘, \ • / ' /. , ,,,,, . \, , .,..„:".. ' •' ":(•• s„ • • \ THICKENED EDGE .111 N. INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET M 5.16 :-12.55 8" SE E-12,16 12" NE (TYPE 1) RIM=15.22 ••••• h 8'' \J W '\:•/•• .1) A • 0. 1 0 1. ,4) _ 0 f SSMH M=15.01 E 10.01 8" NE,SW N56°0818"W ----- 9, • L] WM 56TH AVE SOUTH r's ccr '1 lAt - ; A! ;AS 10.0' MAX. SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 11 11 / 111 11 11 11 11 11 11 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 2 \`,<\< // • / •\ Z 11 11 NI u 11 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC 76 0 4. 0 0 0 0 0 `) -a 00 H 1-4 0 01-4 0 0 0 L44-1 (b) c1 04 (2)) 0 0) • 7,9 ti) ••••• 8 ; UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: 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 :2-=25' MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: 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 PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE LEGEND PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET 1(9 Know what's below. Call before you dig. RECEIVED CITY OF TUKWILA . MAR 31 201ti PERMIT CENTER HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. REFERENCE SHEET NO. EC1 SHEET 2 OF 2 SHEETS z 0 0 I..._ co 000 (I) I-1-1 < Z > 0< 0 0 Z < r— CD (v) Lu z z co 111 cu co G:C (1)0 Its c) 1 m na 1-1 ID [NJ VD Cr*1 rq ISSUE DATE d C\I cfn (\I 0(0 E DESIGNED BY: m H. H. PHAN CHECKED BY: H. H. PHAN CD z 0 0 cc REVIEWED FC)R ODE COM LIA APPROVED APR 2 0 2016 NC ce City of Tu ILDING D a VIS E 101\ w 0 6 !WILDING CODE: 2012 INTERNATIONAL BLOC. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR_ DEAD LOA1 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE '5', RiSK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROUND SNOW LOAD WIND SPEED SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM tuNTER DESIGN TEMP. ICE SHIELD ULd�Yh ENT REQUII'aED mowAIR HAZARDS FREEZ11,4 INDEX MEAN ANNUAL TEMP WEAi1•ERING FR°STHINE TERMITE DECAY 25 !0 D1/D2 MOD 18 SLIGHT - OD t- SLIGHT 11 NO F'ER DICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY 114E OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) GENERAL UNLESS A SOiLS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGI-ILY COMPACTED. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (Pc) AT 28 DAYS MODERATE UEATHERINCs POTENTIAL BASEMENT WALLS, FOUNDATION 4 OCHER CONCRETE NOT EXPOSED TO THE WEATHER 2,500 pal FBASEMENT LOOR SLAB � t PRIOR SLAB ON GRADE, EXCEPT GARAGE 2,500 pat BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS t OTHER VERTICAL CONCRETE WO1 ( EXPOSED TO THE UlEATI-ER. 3000 pat (4 1/2% atr entrained +/- 1112%) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO 11 -EE WEATHER 1 GARAGE FLOOR SLAM 3,000 pat (4 1/2% atr entratrled +1- 11/2%) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL'. REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UN.O. (SEE STRUCTURAL) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG-TiE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE 70 BE PRESSURE TREATED. FIELD GUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED 114 THE FIELD IN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION BY WOLIMANIZED WOOD) PER IRC R311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FiRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON Bim, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. pAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R406.1 t0 BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE D4MPPROOFED FROM 714E TOP OF THE FOOTING TO THE FINISHED GRAPE. MASONRY WALLS 514ALL HAVE NOT LESS' THAN 3/8' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF 714E WALL. PARGING SHALL BE . DAMPPPROOFEO i14 ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3, 1/8' COAT OF SURFACE BONDING CEMENT COMPLYING WITH A81N C 081 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING 114 SEC. R4062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION:' PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION 70 THE MASONRY. WATERPROOFING R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXiST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING 70 FINISHED GRADE. WALLS SHALL BE WATERPROOFED 114 ACCORDANCE WITH ONE OF THE FOLLOWING. 1. 2 -PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3. 6-111L POLYVINYL CHLORIDE 4.6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT 6.60 -MIL FLEXIBLE POLYMER CEMENT 1. 14' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING 8. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION:..ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS iS PERMITTED. COLD -SETTING ASPHALT OR 1407 ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS TI4AN. 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. 6T 4 Films BL 101 PRAFTSTOPPING R302.12 WHEN THERE: IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, ORAFTSTOPS 814ALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 14000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE 11470 APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE..4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER 714E FOLLOWING CIRCUMSTANCES: 1. CEILING IS. SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 830212 FIREBLOCKiNG R302.1I FIREBLOCKING. SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL)_ AND t0 FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND • THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION 114 .THE FOLLOWING LOCATIONS: 1. 114 CONCEALED. SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. iN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF 714E RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (1'2' 0115) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL t0 RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6.. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED At THE LINE OF DWELLING UNIT. SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL 1407 BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN TIRE FORM AND MANNER INTENDED.. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. tUALL CCM 1 IAM GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BDARD At INTERIOR WALLS t0 BE FASTENED ACCORDING TO TABLE 81023.5 MINIMUM TI-IICKNESS AND APPLICATION OF GYPSUM 130,4RID TABLE R10235 THICKNESS OF GYPSUM BOARD (INCI•E8) APPLICATION ORIENTATION OF GYPSUM BOARD TO FRAMING MAXMUM SPACING OF FRAMING MEMBERS mc44es ace MAXIMUM SPACING CF FASTENERS (NCI4E6) SIZE OF NAIL FOR APPLICATION To WOOD FRAMING NAILS w/o adhselvs SCREWS 13 GAGE 1-3/8' LONG 19/64' I4EAD,0.098' DIA 1-1/4' LO 6d COOLER L.0.096' 014 I-3/8' LONG P/64' LEAD OR GYPSUM BOARD IIS, 0' DIA 1-3/8' LONG V2. CEILING EIT1•ER DIRECTION 16 1 12 CEILING PERPENDICULAR 24 1 12 WALL EITI ER DIRECTION 24 8 12 WALL ErnER DIRECTION 16 8 16 6/8' CEILING EITEER DIRECTION 16 1 12 13 GAGE I-5/8' LONG 19/64' L a,038' PIA 1-3/8' LONG ANNULAR -RINGED 6d COOLER NAIL 0.092' DiA. 1-1/e CNG 1/4 I•EEAD OR GYPSUM BOARD NAIL, 0915' DIA 1-1/8' LONG 16/64' I-EAD CEILING PERPENDICULAR 24 1 12 UL4LL Em ER DIRECTION 24 8 12 WALL EITI-ER DIRECTION 16 8 16 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NPS) 8d COMMON (0.131' DIA, 2-1/2' LENGTH), Sd SOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA, 3' LONG) 10d BOX (0.128' DIA, 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA, 1-5/8' LONG ), 6d COOLER (01092' DIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF TI4E WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER I -IF r2 - Fb■915 pal, Fv•150 pet, Fc•1300 psi, E■1300000ps1 HF e'2 - Fb•975 pat, Fv•150 pat, Fc•1300 p61, E■1300000pe1 efitki 4X 6X OR LARGER DF -L *2 - Fb•900 pal, Fv•180 pat, Fc•1350 pat, E•1600000pet DF -L n - Fb•815 pat, Fv•110 pal, Fc■600 pal, E•1300000pat STUDS HF 02 - Fb■915 pal, Fv•150 pet, Fc•1300 pet, E■1300000pei I-iF °2 - Fb ■ 915 pal, Fv•150 pal, Fc•1300 pat, E ■ 1300000pet 2X4 2X6 OR LARGER POSTS I -1F 42 - Fb•915 pal, Fv•150 pat, Fc•1300 pal, E■1300000pet 14F *2 - Fb•915 pal, Fv•150 pet, Fc•I300 pal, E•1300000pa1 DF -L *1 - Fb•1200 pal, Fv■i10 pat, Fc•1000 pat, E•1600000pet 4X4 4X6 OR LARGER 6X6 OR LAMER GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 P61, Fv • 165 PSI, Fc • 650 PSi (PERPENDICULAR), E • 1,8004000 PSI. ENGINEERED WOOD SEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT 51-10P DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc • 150 PSi (PERPENDICULAR), E • 20004400 PSI. BEAMS DESIGNATED AS 'LVL' SHALL NAVE THE MINIMUM PROPERTIES: Fb • 2,600 P81, Fv • 285 P51, Fc • 150 PSI (PERPENDICULAR), E • 1,9004000 PSI. BEAMS DESIGNATED AS 'LEL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,3004000 PSI. CALCULATIONS 814ALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SMALL SE LIiMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD MISSES: PREFABRICATED WOOD TRUSSES SHALL SE DESIGNED t0 SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED 114 THE GENERAL NOTES. TRUSSES SHALL SE DESIGNED 4 STAMPED 5Y A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE 14ELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE 74-147 THE TRUSS BOTTOM CHORD WiLL NOT BEAR 014 THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL SE INSTALLED PER TI4E TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED 814EA714ING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON ® 6' D.C. * PANEL EDGES AND 12' O.C. IN FIELD U.N.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL SE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OP THE EXTERIOR WALL FIN1814 AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO SE LEAKPROOF, 2. At THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 50714 SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TOA WALL OR FLOOR ASSEMBLY OF WOOD CONSTRICTION. 6. At WALL AND ROOF INTERSECTIONS. 1. .47 BUILT-IN GUTTERS. WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY TI -4E MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310 -EMERGENCY ESCAPE 4 RESCUE OPINES SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL SE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING I4EIGHT: THE 11114. NET CLEAR OPENINGS HEIGHT 514ALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12' ABOVE THE FINISHED GRAPE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW 51-1ALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. SAFETY GLAZING SHALL BE INSTALLED N THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRE=D PER IRC SECTION 8308.4 I. SIDE HINGED DDORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 5I -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4.61-1OWER AND 54714 TUB, 1407 TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR iN THE CLOSED POSITION 4 BOTTOM EDGE 15 LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 SF. AND LESS THAN 18' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR a. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE TI4E PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A I4AZARDOUS LOCATION. INGULATICNMOIL ;- - , • CHM GENERAL 11A114741N 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES 70 EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/BHOUERS, PARTITIONS AND COMERS FACE -STAPLE FACED BATTS FRICTION -FIT UNPAGED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS 51-1ALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX 1407 70 EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: 1. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF 714E CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC R316. 3. 514ALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. JNFILTRA,TION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS 114 FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATI-IERSTRIPPED t0 LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, 114 ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER 114! GROUND IN ALL CRAWL SPACES. 714E GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO 714E FOUNDATION WALL. C11043 AND 7. mg ;• POSTING OF CERTIFICATE WSEC 84013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED 114 OR 014 CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U -FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SNGC) OF FENESTRATION. WHERE THERE 15 MORE 71 -IAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED 114 SECTION 8402.4.1.2, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R40322 HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED .45 DUCTS PER 840323 WSEC J3UILDING AIR LEAKAGE TESTING 2012 WSEC SEC. R402.4.12 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY TIRE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED BY 414 APPROVED THIRD PARTY. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED 114 SEC. 84013. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A SLOWER DOOR PRESSURE 514ALL BE 02 INCHES W. 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS 51-1ALL BE DESIGNED AND INSTALLED SO THAT 140 OPENING EXCEEDS 112 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES 514ALL BE CONSTRUCTED IN SUCH 414 MANNER THAT RATS C414N07 ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE 80X INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PiPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED 70 THE ADJOINING STRUCTURE. 312.12.3 TUB WASTE OPENINGS 114 FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR 514ALL BE PROTECTED BY 714E INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRICTURE WITH 140 OPENING EXCEEDING 1'2 OF AN INCH IN THE LEAST DIMENSION. UJBEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION PER SEC R303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE 714E STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF T14E STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. FOR INTERIOR STAIRS 714E ARTIFICIAL LIGHT SOURCES 51-1ALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED AT THE CENTER OF TREADS AND LANDINGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN 714E IMMEDIATE VICNITY OF 714E TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS t0 A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICNITY OF THE BOTTOM LANDING OF THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LiGHT SOURCE 15 NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE IS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. PRILL X1.1 5 PER SEC 8602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD 114 AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TOA DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED t0 A DEPTH 1407 TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED 11447 714E DIAMETER OF THE RESULTING HOLE IS 140 MORE THAN 60% OF 714E STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 4i, INCH TO THE EDGE OF TIRE STUD, AND THE HOLE IS NOT LOCATED' IN 714E SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH 140 MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH 714E MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PiPING OR DUCTWORK IS PLACED IN OR PARTLY N AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE 70P PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF 140T LESS THAN 0.054 INCH THICK (131mm) (16 ga) AND 11/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WiTH NOT LESS THAN EiGHT 16c1 NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE 8602.6.1. EXCEPTION: WHEN 714E ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. SE F t1 E. PE +R IT '�` RED FOR: R. ❑ mechanicals XEicctr;cal ❑ Plumbing ❑ Gus Piping City of Tukwila DIVISION FILE COPY Permit ®. tL(Q .0041 P! .n T . t -?.1i -',..i..:,':::-.! is subject �;�,�v ,.uh ect to errors inc L :, -;inn. -pro:f c' t no t�'i �i c 1 '� f" 6 onts nsSn the viol 6o{ ,i 7 of f f ;{ f;.(,fl. p:Ci:. C''',"::13 OF CITOi 9c. c'iCO I.--.:.':,-.7!-1 of app ' t Fu, I�O�'/�:.! i'ti1;�.3 Cor; and i.,.,,lit.;.` ,iia t.r aay.,`aVi�Js„nSti,' :J. Date: 46 City of Tukwila BUILDING DIVISION - V1stONs - (�o changes shall '-- of work witho, t prior ipprrre otval of scope Yu `,viia Building i NOTE': Revisions Division �iens,wiil requiro a rn,, 1. Incl may inc!uoe a��' ° / pian submittal ----an additional plan revlaw fees CORRECTION LTR# REVIEWED FOR COD COMPLIANCE 'ROVED APR12 0 2016 • Av City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 31 2016 PERMIT CENTER bi 00q ALL GLAZING TO BE IN COMPLIANCE WITI-I TI -4E 2012 WAS4-4INGTON STATE ENERGY COPE. GLAZING 11-FACTQ_ vERTiCAL ovERHEAD CEILING VAULTED CEILING M_ FLOOR 030 050 R-49 R-38 R -21T R-21 R-30 R-10 2' 2CL0. pd a 2zA cal +yN Wood E N H E za B • Ori 444 00 1.4 Tukwila,WA o D, a � ct U 0 U 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-2L Date: 2013 N-1 VENTILATIO tREQU, I RE \TS OOF ATTIC VE.NTILATION CALCULATIONS VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% t NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED RDC SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE 13Y VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR NOW. VENTILATING OPENINGS SHALL 8E PROVIDED WITH CORROSION RESISTANT WIRE MESH, WIN I/8' MIN. 4 14' MAX. P EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MN. 1' SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BALLING OF NE VENT OPENINGS, SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM TI4E TOP OF THE OUTSIDE OF THE EXTERIOR'WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE NE HEIGHT OF NON-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL 8E NET FREE AREA) UPPER ROOF: 1(AREA 1) 1,611 SQ. FT. OF ATTIC AREA/300 • 551 SGL FT. OF vENTILATION REQUIRED (802 SQ. INCHES) UPPER VENTS • 401 Sq. In. (9 AF50 VENTS) LOWER VENTS = 401 Sq. In. 23 EAVE VENTS x 12' PER BLOCK = 408 Sq. In. 3 4=50 VENTS x 50' PER VENT : 150 Sq. In. L.OUJER ROOF - GARAGE: (AREA 2) W SQ. FT. OF ATTIC AREA/300 ■ .11 SQ Ft OF VENTILATION REQUIRED (26 SQ INCHES) EAVE VENTS • 13 Sq. In. 2 SAVE VENTS x 12' PER BLOCK • 24 Sq. In. UPPER VENTS : 30 Sq. In. (CONT. ROOF -2 -WALL VENT) 85 5Q. N. X 2 LF(TRUSS BAY)' 11 SQ. IN. PER TRUSS BAY 13 SQ. N. REQUIRED/ 11 SQ No 2 BAYS 1_0UJER ROOF - PORCH (AREA 3) NOTE. UPPER ROOF VENTING PROVIDED BY 1'x10' AF50 ROOF VENTS. (50 * IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 I/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 1/S' DIA HOLES = 14.16 Sq. In. w/O MESH NFA w/ MESH • 12' Sq. In. PER BLOCK NOTE: UPPER ROOF VENTING PROVIDED BY COR -A -VENT ROOF -2 -WALL VENT (85 SQ. IN. PER LINEAL FT) 44 SQ. FT. OF ATTIC AREA/300 = .14 SQ. FT. OF VENTILATION REQUIRED (22 SQ INCHES) EAVE VENTS = 11 Sq. In. 1 EAVE VENTS x 12' PER BLOCK = 12 Sq. In. UPPER VATS L. 30 Sq. In. (CONT. ROOF -2 -WALL VENT) a '0. IN. X 2 LF(TRUSS BAY)= 1'1 SQ IN. PER TRUSS BAY 30 SQ. N. REQUIRED/ 11 SQ. IN■ 2 BAYS NOTE: UPPER ROOF VENTING PROVIDED BY COR -4 -VENT ROOF -2 -WALL VENT (85 SQ IN. PER LINEAL Pt) 30'-0' (15 EAVE VENTS) 1514 ILTA (AREA 1) COR- A -VENT CONTINUOUS ROOF -2 -WALL VENT. PROVIDES 8.5 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) 1 4 (AREA 2) (AREA 3) 11'-0' (1 EAVE VENTS) 19'-0' (2 EAVE VENTS) COR- A -VENT CONTINUOUS ROOF -2 -WALL VENT. PROVIDES 85 SQ. IN. NET FSE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) 1NTEG4TW 24 f-* WI -TOLE 1-4OUSE VENTIL4TION SYSTEM }-(EATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED N A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT 13E INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL 8E INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES At LEAST I8' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMASLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION GROUP R OCCUPANCIES SHALL 8E PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfm B. LAUNDRIES: 50 cfm C. WATER CLOSETS: SO cfm D. KITCHENS: 100 cfm EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. (UTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EX4-IAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL 8E IDENTIFIED ON A PERM,4NENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF TI4E EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL 8E PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED N THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED 8Y OTI-4ER APPR. MEANS. C r i • 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614.5) TED 24 . _ VENTILATICN system. SEC. M1601 AS AMENDED BY WA • INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH 2012 WSEC TABLE 4062. M1501.3.2 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. MI50133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) 111501.35.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING t0 THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER TI -IE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL SE LOCATED UPSTREAM OF TI -IE FORCED AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL 8E EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED 8Y FIELD TESTNG WITH A FLOW 1-1000 OR A FLOW MEASURING STATION. 11150/352 VENTILATION DUCT INSULATION, ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M1501353 OUTDOOR AIR INLETS INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL 8E LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 11150133 MECHANICAL VENTILATION RATE. THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM 14A5 CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT ,AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) MULTIPLIED BY THE FACTOR �E I IN RDANC WIT, T = E .13 ( ) t ' a ' 3.' t< ° � �� -1-10,016Et C 4ANt IL, ATI SYSTEM AIR I -; 4 8. DWELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 SO 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 SO 105 120 135 150 >1,500 105 120 135 150 165 11 MECIONICAL RUN-TIME % IN EACH 4 -HOUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 1.5 13 1.0 SEC. M1501 3012 1** CoODE COVILIANCE MD OPIUM 2012 WSEC: 15 ENERGY CREDITS REQUIRED PER TABLE 406.2 *ENERGY CREDIT: 4-A R LBAKAAE c -4N Rol. 4 EFF, YEN ILATLON (. . Aerprro1, COMPLIANCE BASED ON R402.4.12: REDUCE THE TESTED AIR LEAKAGE TO 4.0 AIR � D ES PER HOUR MAX. (BLOWER DOOR TEST) ALL WHOLE HOUSE VENTILATION REQUIREMENTS 145 DETERMINED BY SEC. M1501.3 OF THE IRC SHALL EE MET WITH A HIGH EFF. FAN (MAX 0.35 WATTS/CFM), NOT INTERLOCKED WITH THE FURNACE FAN VENTILATION SYSTEMS USING A FURNACE INCLUDING AN ECM MOTOR ARE ALLOWED, PROVIDED THAT THEY ARE CONTROLLED TO OPERATE AT LOW SPEED IN VENTILATION ONLY MODE. *ENERGY CREDIT: 3a -HIGH EFFICIENCY HVAC EQUIP. (.5 CREDITS) -NAT GAS FURNACE W/ MINIMUM AFUE OF 55% CARRIER PERFORMANCE SERIES 95% FURNACE WITH AN ELECTRONICALLY EFFICIENT BASIC ECM BLOWER MOTOR. FAN WILL RUN CONTINUOUSLY ON A LOW SPEED WITH THE FRESH AIR INTRODUCTION BEING REGULATED SY A 'XX. CFM ALOES DAMPER THERE IS OVERRIDE CAPABILITY THROUGH THE THERMOSTAT TO MANUALLY TUBI OFF THE CONTINUOUS FAN ON ITS LOW SPEED. THIS IS A BLADDER SYSTEM THAT WILL BE MOUNTED IN THE FRESH AIR DUCT THAT RUNS INTO THE RETURN AIR PLENUM. THE BLADDER SYSTEM WILL 8E REGULATED TO CONTROL THE SPECIFIED AMOUNT OP CFM REQUIRED. 'ENERGY CREDIT: 5a -EFFICIENT WATER HEATING (.5 CREDITS) -ELECTRIC WATER 14TR. W/ MINIMUM EF OF 053 ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED SHALL BE RATED AT 1.15 GPxl OR LESS. ALL OTHER FAUCETS SHALL BE RATED AT 10 OR LESS. *ENERGY CREDITS: 2a, 3a 4 58.15 CREDITS AS REQUIRED tLCO'iff REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TU KWILA MAR 31 2016 PERMIT CENTER 1 ❖ z. .444 PI o 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 WEATHER RESISTANT BARRIER OVER S1-1E4THIN6 OR SUBSTRATE FINISH SIPIN6 6SM TRIM PLASHING WITH 3" MIN. VERTICAL LES HORIZONTAL WOOD TRIM , OR I Z. TRIM AT SHEATHING/WOOD STUDS N.T.S. L 1 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATI-IINCs, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROO: 10 LUAI.1.:I.AS, IPNCC N.T.S. 12 12 MASONRY VENEER- GENERAL NATES - MAXIMUM THICKNESS 5 INCHES 4 30 FEET HEIGHT. - SDC D1 4 D2 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC 01 4 D2 MUST SUPPORT NO MORE THAN 2 SG2 FT OP WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEPHOLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER. - AIR SPACE MINIMUM 1 INCH - MAXIMUM 4 1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1 .\ \ �\\\\ \\ 12 \\0\\\\\\ m��1 '.-------4 \ V�� 1,SEST (REAR) BLDG. ITEM* 1 REV. 3-29-16 SCUM BLDG. ITEM* 1 REV. 3-29-16 ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP 12 \ \\\\\\\\\\ \\\\\\\\\ 41-2 MkA \\\\_ lIMIMInat // 12 NORTH ; (R I GHT) mar=i'-o.. BLDG. ITEM* 1 REV. 3-29-16 GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING CEPAR SHAKE SIPIN6 5/4x8 BARGE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , DOOR 4 CORNER TRIM ® FRONT 5/4x4 CORNER BP'S 6" EXP. HORIZ. SIDING CONT. &UTTER STONE VENEER (ADHERED) 1 GRADE TO SLOPE AWAY PROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' =O COPYRIGHT 2010 Landmark Design Ina. ALL RIG14113 RESERVED b \/ 1 TYP PER SIDE IF SITE REQUIRES zoa f o= n a m_ F- ~ < toi BLDG. ITEM* 1 REV. 3-29-16 HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 RECEIVED CITY OF TU KWLA MBAR 312016 PERMIT CENTER • z cin w •; (24 z 0 • c 'P 0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION . on rac or or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 1 30'-0' 5/0x4/0 XO 8/0x4/0 XOX MASTER BEDROOM CLOSET ©IR BP ROOM 5 8' CLG. 50 CFM 0 /7 / 7/(,,,,7/ //////////////.// ,,,,/Av//// /,//, ,,,,/U,,///,///,/,, ///,/,,,, ////i/,,///////,, 10 S.D. BEDROOM 2 /,//,,,,,,/,,,,//, /,/ N TO BELOW '-3 BLDG. ITEM* 3 REV. 3-29-16 OUTDOOR COMBUSTION -AIR SHALL BE PROVIDED THROUGH OPENINGS TO THE OUTDOOR IN ACCORDANCE WITH SECTION G2401.6.1 OR G2401.62, TIE MINENSION OF AIR OPENINGS SHALL 7 8E NOT LESS THAN 3' INCHES. PLAYROOM 2/0x4/ FX 3'-11' 3'-0 M///27// 5/0x4/ BLDG. ITE V. 3-29-1 110V BEDROOM 4 S.D. VAULTED CLG • • /C C WALL 2 8T' •13 5' LAG SCREWS 2-3/8' x 5' BOLTS W/ 8 VIyC ADHESIVE • GONG UTALI. 16GA STEEL WRAPPING etINCHMAUAVIRLER CNE -THIRD OP 11 APDL. 4 A MM. OF 4' FROM CONTROLS g a a HOLD WATER TATER • .. TIGHT TO GWB • BACK _r F1.EXiBLB UAATER CO1+1ECTIONS 2X4 LEDGER PRESSURE TREATED • • CONG UTALL CP TIE APPL- 16 GA STEEL WRAPPING 8 rra THF iIPPEr i L' R • I ONE-THIRD a M.' CO FROM CONTROLS FLEXIBLE GAS COPNECTICN ANCHOR wH to BASE - BASE TO FLOOR NO SCALE WATER HEATER SUPPORT UPPER FLOOR PLAN GREAT ROOM 5 th • • OPT. P I REPLACE LOCATION BLDG. ITEM* 4 REV. 3-29-16 BLDG. ITEM* 3 REV. 3-29-16 OUTDOOR COMBUSTION AIR SHALL BE PROVIDED THROUGH OPENINGS TO THE OUTDOOR IN ACCORDANCE WITH SECTION G2401.6 L i G2401.62 THE 171114ENSION OF AIR OPENINGS HA / , NOT LESS THAN 3' INCHES. O L� PANTRY 30'-0' COVERED PATIO 6/0x6/10 SqD SG. 6/0x1/0 TRANS. ABOVE 8/0x6/0 XOX 2'-11' NOOK CLG 16'-5 METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SGL IN. OUTSIDE AIR D.V. GREAT-- ROOM ' CLG 41 OPTIONAL 1 F/P LOCATION 1 DESTAIL 1 10'-14' = 2X6 WALL 3/Ok4/6 XO DW SINK W/ MICRO ABOVE 10VTOS EF. EATING BAR o4o 0 0 KITCHEN CLG REFRIG. a � -73 E OPT 136'X36' I LANDING STUD o- GUESET7. HISSHEET itc; A pc d P ARCH DINING ROOM 9' 2X CLG.-fin 2 HALL\ b PAIR C . VEH. IMPACT BARRIER OPT 3/ DOOR 0 HWH NOTES (DETAIL THIS SHT.) - PROVIDE EXPANSION TANK - PROVIDE SEISMIC STRAPPING - TPRV TO TERMINATE TO OUTSIDE - PILOT 4 CONTROLS TO BE IS' MIN. OFF FLOOR - PER ASH RAE 90-A-80 ‘UP \G, RN \\ M 6' WALL W/ D CAP RAIL r 3' 1' 41-11 Nqw ER STAIR TECTION PER 1302.1 l34' MIN. SOLID CORE W OSELFODSTEELG DOOR OR 20 MIN. RATED GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWS NO DUCT OPENING IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x 8/0 O.H. DOOR 16'-3' R.O. MIN IS�X24' CRAWL ACCE in ARCH ---' ENTRY 9' CLG i `EJ 3/4 BATH CLG' 50 2/0x5/0 614 COVERED PORCH in BLUE 18 AWG TRACER WIREQUIRED SERVICE PIPING PER UPC 604.9 --Th\ i N W 74- GUEST t GUEST ROOM 12'-6i' PAIR /i%i . . /. .ii OPTIONAL GUEST ROOM L 91-6' 191-0' LANDING AT 'EXIT' DOOR NOT TO SE LOWER THAN 15 NCHES FROM TOP OF THRESHOLD. (83113.1) • 7n • • COPYRIGHT 2010 Landmark Design Inc. 9'-6' 2'-4 ' 2'-4 ' 3'-1 ' 3'-1 ' ALL RIcsNt8 RESERVED / / •/ / 4'-9' / 6'-3' / 30'-0' M,AIN PLAN MAIN LOOK: UPPER LOOK: TOTAL.: GARAGE : RONT'ORC : 1244 SQ. T. 1 558 50. T. 2802 S. . T. 311 5Q. T. 4'11 SQS. T. GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2012 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING At ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWER TO BE LIMITED TO MAXIMUM 2.5 G.P.M. FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO SE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF p00R OR WITHIN 18' OF FLOOR TO SE SAFETY GLASS 9. SMOKE DETECTORS 8314, TO BE INSTALLED PER SEC 83143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACI-I ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALAi!" IS IN THE INDIVIDUAL UNIT. ■SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE AMENDMENTS SEC R3I5.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 1j'IINIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 830352. 14. GAS PIPING IS t0 BE PROTECTED PER G2415.1. IN CONCEALED LOCATIONS, WHERE PIPING OTHER THAN SLACK OR GALVANIZED STEEL IS INSTALLED THROUGH HOLES OR NOTCHES IN WOOD STUDS, JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 11/2 NCI -ES (38mm) FROM THE NEAREST EDGE OF THE MEMBER, THE PIPE SHALL BE PROTECTED 8Y SHIELD PLATES. PROTECTIVE STEEL SHIELD PLATES HAVING A MINIMUM THICKNESS OF 0.0515 -INCH (1.463mm) (No. 16 GAGE) SHALL COVER THE AREA OF THE PIPE WHERE THE MEMBER IS NOTCHED OR BORED AND SHALL EXTEND A MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE PLATES, BELOW TOP PLATES AND TO EACH SIDE OF A STUD, JOIST OR RAFTER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATI-IERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 14R TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGI-4T OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PEWANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXINAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAYING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED 8Y OTHER APPR MEANS. to . .<, i z 100 SQ INCH TRANSFER GRILL WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. 'REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES bC& Ooq't STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS 614ALL 8E PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. RECEIVED CITY OF TUKWILA MBAR 312016 PERMIT CENTER • z w •1-4 z REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 2 E • iQ 10'-0' 20'-0' 6x6 P.T. POST W/ PB BASE ON 30'x30'x12' CONCRETE FTG. W/ 3-04 BARS E.W. r <6, 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE N 4 BARS I8' O.C. 5'-4 30'x30'x8" CONCRETE FTG. w/ 3-04 BARS EACI-E WAY 444 ) 2'-11` 5'- 5i' 4110111. 36'x36'xS' CONCRETE FT& ,u/ 4-04 BARS E 4C1-4 WAY 5 -5i' 2'-11' 2'-$ ' 2'-3 r 5'- 4' TYR 4'-B Zia X 5'-4' - - 10 S2 4'-3 Cla UJLSPA�C 6 MIL UIS EEN VAPOR BARRIER THROUGH T CRALULSPACE LAP SP ICES 12'. (BLACK) 4'-3' 5'-0' X10 TYP. - •* 2'-4 3'-6' 2' 1 41 ,4 FOUNDATION AT F'AT I O NTS • 4' CONC. SLA F'RE VENT WOOD TO CONC. CONTACT UJ/ CONT. FLASHING OR 'APPROVED MEMI5RANE STUB 4*4 I5AR5 INTO CONC. SLA1B18' O.C. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL SASE SLOPE 3' TO DOORS 48'x48'x8' CONCRETE FTG. w/ 5-04 BARS EACH WAY 36'x36'x8" CONCRETE FTG. w/ 4-04 BARS EACH WAY 16/0 x 8/0 O.H. DOOR 16'-3' R0. 9'-6' 1V-0' Csi MIN 18'X24' CRAWL ACCESS -0' 3'-9' 9'-6' 3'-9' 2' 1 0 io 04 18' 4' OVE SAND RS .C. :ONC. SLAB 4' COMPACT D GRAVEL BASE 4x4 P.T. POST W/ PS BASE ON 24'x24'x12' CONCRETE FTG. 4'-9' 6'-3' 1$ 30'-0' OUND,4TION PLAN COPYRIGHT 2011 Landmark Deakin Inc. ALL RIGHTS RESERVED 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 3/16v co SIDE VIEUJ VEHICLE IMPACT !BARRIER DETAIL FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL SEAMS TO BE 4x10 DFL02 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. • CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE CRAWL SPACE VENTILATION PER I. * FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION 9. INTERIOR GRADE OF CRAWL SPACE SHALL SE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10. PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE 11. ® INDICATES 'SIMPSON' HOLDDOWN 12. A SEE SWEARUALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACI SWT 5 1.0 FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 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. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) b OO't9 RECEIVED CITY OF TUKWILA MAR 312016 PERMIT CENTER VENTILATION USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 ■ 829 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS REQ'D Tz I4 con W 114 z 0-4 57 4.Z 1- 7 t O REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 3 APPLIANCE IN ATTIC NOTES: PER 2012 IRC M1305.1.3 1. 411ICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL NAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP t 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL BE PROVIDED At OR NEAR THE APPLIANCE. 3. PROVIDE 2X12 PLATFORM W/ 2 -LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R49 INSULATION UNDER PLATFORM. (1 LAYER OF R-38 HIGH DENSITY (10 1/4') 4 1 LAYER R-11 (3 1/2') 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAIL ROOF FRAMING NOTES: 1 ALL HEADERS TO SE 4x8 DF 02 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL WAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. $ SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 801.1 • ACCESS HATCHES ORDOORS SHALL 5E WEATHERSTRIPPED AND INSULATED TOA LEVEL EalIVALENT TO TIME INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMNfs TO COMPLY WITH IRC SECTION 8802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE ROOF OVERHANG 16 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1 7 REFER TO SHEAR WALL SCHED. UJNOLE DOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. te •REFER TO SHEET N-2 TABLE 150133(1) it 150133(2) FOR FAN SIZING AND RUN TIMES CONT. DBL. TOP PLATE R -IO RIGID INSULATION EXTERIOR SIDE OP WALL (SHADED AREA) IGIN& STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS A 4 10 31/2 x9'2 LVL L J J 9b EFF MAX 1r 54 --1 2'x361' Attldp ACCESS ASIA - PR L__J N w 0 RANGE PER TRUSS MFG. (3) 2x 4X4 PT POST W/ EPC CAP 4 PB BASE O.H. 12' x VAULTED CLG L NE L 5 PER 1RGT801.1 IDE 22'X36' TIC � SCE V m m 1 2kk6 0 RF:RAME 4' 0.C. 2X6 •OVERFRI2AME * 24' 9.c. L b / / VAULTED CLG LINE _r MANE. "MESSES e24'O.C. //ll /./ / N GIRDER TRUSS MANE. TRUSSES tpd 7 7". 4X12 SC5 GIRDER TO TOP PLATE 4/ Ste 3) 2x6 ' 2.0 A 4 6X6 Pt POST UJ/ ECCQ CAP PB BASE SOFFIT AND INSULATE At COVERED PATIO LSTA24 - BEAM TO TOP PLATE LSTA30 - HDR 4 SILL TO 3x BLOCKING. /S2.0 C O.N. 12' //1////i A 111111111111.1 1111111111 ROOF FRAM I NCS PLAN MANF. TRUSSES * 24' O.C. LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/82.0 FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST BE 80114 GLUED AND NAILED W/ 8d NAILS a 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 443 DF n UNLESS NOTED OTHERWISE. 8E IINNSULATED WW/R -10 RIGID IINSUILATIONWARM � LS t0 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTI-ER APPROVED METHOD. 5. 0 MSTC 40 STROPS PER STRUCTURAL UNLESS NOTED OTHERWISE b. REFER TO SHEAR WALL SCHED. SON RAMING PLAN NOTE - FASTENERS FOR TREATED WOOD TO BE 1 -10T -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED CITU OF TU KWILA MAR 31 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 UJ/IN 36 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 1/16" LP FLAMEHLOCK FIRE - RATED OS5 S1-IEATI-LING WATER HARRIER 2x6 STUDS 1(0" O.C. W/ R-21 FI5ERGLASS INS. EXTERIOR EXTERIOR FACING 16" 5/0" TYPE "X" GUS, APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/S" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S' O.C. WALLBOARD JOINTS MUST 5E COVERED UJ/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. 51/2' TI -LICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FINER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR • 2x6 STUDS ' 16 O.C. 5/S" TYPE "X" GLOB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/S' DRYWALL NAILS OF: CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST HE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER LEADS COVERED U/ JOINT COMPOUND. DESIGN: INTERTEK LPH/UJA 60-01 MN. N. t/16' CATAGORY LP FLAMEBLOCK UJ/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FI5ER PANEL 4. CEMENT I T 1 OUS STUCCO 5. DIAMOND WALL INSULATfNG STUCCO 6. STEEL SIDING NO SCALE MIN. 6X6 PT POST 1/16' LP FLAMESLOCK FIRE - RATED OSOS�SHEATI-ZINC 5yS' TYPE 'X' GYP SHT'G SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES FROM PROPERTY LINE NO SCALE W/ IN 36" dr AF5 0 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN NO SCALE EAVES 4 WALL 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 EAVES WITI-11N 5'-0" OF PROPERTY LINE PER IRC 302 4 TAHLE 8302.1 STAIR NOTES: PER IRC R3111 STRINGERS TO 8E FIRE BLOCKED AT MOTH TOP AND BOTTOM ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. MAXIMUM RISE TO BE 1-3/4'. MINIMUM RN TO EE 10'. MINIMUM HEAD 1 -EIGHT TO 8E 6'-8'. MNIIMUM STAIR WIDTH TO BE 36'. PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EXTEND BEYOND Bottom TREAD. PROVIDE GUARD RAILS AT LANDINGS MNIIMIM 36' HIGH W/ CLEAR SPACE HANDGRIP PORTION OF I4ANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. WINDING TREADS PER IRC R3II.152.1 SPIRAL STAIRS PROVIDE MM 1 1/2' RN • A POINT 12' FROM WHERE TREAD IS NARROIUEST PER IRC R3111.I0.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSNG. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS P.T. 2XI2 TREADS TO STRINGERS 36'X36' MIN. Lo, 4' 6P1 -ERE SHALL NOT PASS THROUGH 4 EXT HANDRAIL To BE PIVSENT ON ON At LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 14' MN. 4 2' MAX. EDGES SHALL NAVE A MN. RADIUS OF it'. ALL REQUIRED GUARDRAILS TO BE 36' MN. N HEIGHT. OPENINC3B FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 4 INCHES (ICAO TO PAS6 'MOO: L / Aa' MN. -I4' MAX NOSING -7 2X4 THRUST BLOCK OCK I S PER PLAN DE3L JGT 141212 MTL. HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS RIOR 6' SPHERE UNABLE TO PASS THROWN OPENING BELOW STAIR INSTALL Gu • CEILING, AND WALLS (3) 2X12 STRINGERS FIRE ELOCKNG • MID -SPAN AND N 81UD MALLS ALONG AND N LINE UATH STRINGERS IF AREA INDER STAIRS IS UNFNISFEP INTERIOR NO SCALE I HOs IR Al S TYPICAL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS 5. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT. SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL" COMPLY WITH SEC. 8302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 40) ATTIC VENTILATION AT LEAST 409'. 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 1 ILII a ti • 12 5I ,iELt th, tttttttttt tAtttt" ������������,�►. ���\� A tilt t tttt 0t not 0 0 0 (�� 0,11111 t 11th, net nettle nett, ttttttttttttttttt �� 1111.1111.1.1 191•10111111e1�1014111IA ,-ggis1�1� pilsIfiR �lmmommeggearki '��t�•��l za�owns 1 emom minim I1rumu 3on mine1�1 maim1mi�loi�lmemmommileiu1u1�1�1�1�1i1� enie 1�1�1u1�i�1�muni1�matimi 1st 12 COMPOSITION ROOF W/ 3011 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. OOR Ny RUCTION: T �LYWOOD SUB-FLR IED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 13ATH 13EOigOOH 2 UTILITY 4.1.C. MASTER 5ATH 2x SCREENED EAVE VENT BLOCKS W/(4) 2118' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL: (212)(6 TOP PLATES 2x6 STUDS * 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 't i i t i j i j l i£ i 1�i�i�1�j�1jijljljt�►Ml�j�l�i�i��j� ��jti�i�i�i�i�jti�j���1���t. fk-30 INSULATION GARAGE USE 1/2' GU1B ON ALL WART" 1 AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB GRADE STUDY TYP. NT. WALL (2) 2x4 TOP fE 1/2' GWB 2x4 STUD 16' O.C. 2x4 BOT. fE KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD 5U15-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 11 NOOK R -SO INSULATION NCAl S1 MEC) x QQQS R, c61_2RRSRRS 222c/SacE6L,QS6 , STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 259% BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. Li 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. IBU I L1:;' I NG SECTION rA, X CRAIA LSPACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RE=SERVED r R -SO INSULATION x 4' BARS IS' O.C. 1)(6, (Jo�9 4' CONCRETE SLAB SLOPE TO DRAIN GRADE RECEIVED CITY OF TUKWILA MAR 312016 PERMIT CENTER TIGHTL INE FOUNDATION DRAIN: 4' DIA. PEW. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC • • REVIEWED FOR CODE COMPLIANCE APPROVED APR 20 2016 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 5 s, \v• MIN. 6X6 PT POST 1/16' LP FLAMESLOCK FIRE - RATED OSOS�SHEATI-ZINC 5yS' TYPE 'X' GYP SHT'G SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES FROM PROPERTY LINE NO SCALE W/ IN 36" dr AF5 0 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN NO SCALE EAVES 4 WALL 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 EAVES WITI-11N 5'-0" OF PROPERTY LINE PER IRC 302 4 TAHLE 8302.1 STAIR NOTES: PER IRC R3111 STRINGERS TO 8E FIRE BLOCKED AT MOTH TOP AND BOTTOM ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. MAXIMUM RISE TO BE 1-3/4'. MINIMUM RN TO EE 10'. MINIMUM HEAD 1 -EIGHT TO 8E 6'-8'. MNIIMUM STAIR WIDTH TO BE 36'. PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EXTEND BEYOND Bottom TREAD. PROVIDE GUARD RAILS AT LANDINGS MNIIMIM 36' HIGH W/ CLEAR SPACE HANDGRIP PORTION OF I4ANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. WINDING TREADS PER IRC R3II.152.1 SPIRAL STAIRS PROVIDE MM 1 1/2' RN • A POINT 12' FROM WHERE TREAD IS NARROIUEST PER IRC R3111.I0.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSNG. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS P.T. 2XI2 TREADS TO STRINGERS 36'X36' MIN. Lo, 4' 6P1 -ERE SHALL NOT PASS THROUGH 4 EXT HANDRAIL To BE PIVSENT ON ON At LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 14' MN. 4 2' MAX. EDGES SHALL NAVE A MN. RADIUS OF it'. ALL REQUIRED GUARDRAILS TO BE 36' MN. N HEIGHT. OPENINC3B FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 4 INCHES (ICAO TO PAS6 'MOO: L / Aa' MN. -I4' MAX NOSING -7 2X4 THRUST BLOCK OCK I S PER PLAN DE3L JGT 141212 MTL. HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS RIOR 6' SPHERE UNABLE TO PASS THROWN OPENING BELOW STAIR INSTALL Gu • CEILING, AND WALLS (3) 2X12 STRINGERS FIRE ELOCKNG • MID -SPAN AND N 81UD MALLS ALONG AND N LINE UATH STRINGERS IF AREA INDER STAIRS IS UNFNISFEP INTERIOR NO SCALE I HOs IR Al S TYPICAL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS 5. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT. SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL" COMPLY WITH SEC. 8302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 40) ATTIC VENTILATION AT LEAST 409'. 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 1 ILII a ti • 12 5I ,iELt th, tttttttttt tAtttt" ������������,�►. ���\� A tilt t tttt 0t not 0 0 0 (�� 0,11111 t 11th, net nettle nett, ttttttttttttttttt �� 1111.1111.1.1 191•10111111e1�1014111IA ,-ggis1�1� pilsIfiR �lmmommeggearki '��t�•��l za�owns 1 emom minim I1rumu 3on mine1�1 maim1mi�loi�lmemmommileiu1u1�1�1�1�1i1� enie 1�1�1u1�i�1�muni1�matimi 1st 12 COMPOSITION ROOF W/ 3011 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. OOR Ny RUCTION: T �LYWOOD SUB-FLR IED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 13ATH 13EOigOOH 2 UTILITY 4.1.C. MASTER 5ATH 2x SCREENED EAVE VENT BLOCKS W/(4) 2118' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL: (212)(6 TOP PLATES 2x6 STUDS * 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 't i i t i j i j l i£ i 1�i�i�1�j�1jijljljt�►Ml�j�l�i�i��j� ��jti�i�i�i�i�jti�j���1���t. fk-30 INSULATION GARAGE USE 1/2' GU1B ON ALL WART" 1 AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB GRADE STUDY TYP. NT. WALL (2) 2x4 TOP fE 1/2' GWB 2x4 STUD 16' O.C. 2x4 BOT. fE KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD 5U15-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 11 NOOK R -SO INSULATION NCAl S1 MEC) x QQQS R, c61_2RRSRRS 222c/SacE6L,QS6 , STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 259% BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. Li 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. IBU I L1:;' I NG SECTION rA, X CRAIA LSPACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RE=SERVED r R -SO INSULATION x 4' BARS IS' O.C. 1)(6, (Jo�9 4' CONCRETE SLAB SLOPE TO DRAIN GRADE RECEIVED CITY OF TUKWILA MAR 312016 PERMIT CENTER TIGHTL INE FOUNDATION DRAIN: 4' DIA. PEW. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC • • REVIEWED FOR CODE COMPLIANCE APPROVED APR 20 2016 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-2L Date: 2-19-16 5 J !J. O O Lcf 110v SD. �— / L Ic- UFFER 1..001;k ELECTRICAL. �j T O 1 — • 1I 110V 1 0 \ CLG OUTLET WP \ MAIN FLOOR ELECTRICAL. D osi STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING 114E LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOB) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V W/ BATTERY BACKUP CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. FAN VTOS • RECEIVED CITY OF TU KWI LA MAR 31 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION 1. Con rac or or •ui.er must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, Plan No: L2 -2802-2L Date: 2-19-1(0 GENEiR,4L, SiiRUCiUiRAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH NE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 P5F FLOOR LIVE LOAD 40 P5F (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kc : 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: So = 1.5 - IBC FIGURE 1613.5(1) Sob = 1.0,IE: 1.0,R=6.5 Co = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES 5HALL BE INSPECTED E3Y A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED) BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION. MATERIALS S1 -TALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX WAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACEWATER USE MINIMUM Pc = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR 51-IALL BE 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOUN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO 5E ON J015 SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFOR TIED BARS IN 'ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE 514001. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (45 AND SMALLER) 2" (to AND LARGER) TIMBER: ALL -LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF2 OR BETTER POSTS 1-P2 OR BETTER 2x FRAMING 14P2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AUJPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH: MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL E. GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF 140T -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 23049.5. ALL MINIMUM NAILING SHALL BE PER 113C TABLE 2304.9.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/RITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 241=-V4 (Fb : 2,400 P5I) FOR SIMPLE SPANS AND 24F -V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS U.N.O. GLUE SHALL BE CASEIN WIN MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE 8Y TRUSS JOIST WEYERHAEUSER (MICROLAM) OR APPROVED EQUIVALENT (Fb = 2,600 PSI, E = 1,900,000 P51). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR -1381. BEARING LENGTH SHALL NOT BE LESS THAN 134". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER. BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN V-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TUJO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" OC. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH 16d 6 9" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS 51-1ALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/I6) WITH A MINIMUM PANEL EDGE NAILING OF 8d 6 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED 50X NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d e 12" OC. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED 130X NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND ad COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND ad COMMON OR GALVANIZED BOX NAILS AT 12" OC. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSITTPI 1-2001. THE TRUSS CALCULATION PACKAGE 5HALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR TI -IE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. PO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND 914ALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. s EA WALL SCHEDULE MARK MINIMUM SHEATHING (1) SI-IEATHIINC NAILING (1) ANCI-4018 BOLTS (3) REMARKS (4) �� 1/2" CDX 8d 6 6" OC. t/a" 9 60" 0.C. Qa l I = 230 PLF A OR 055 1/2" CDX SCI 6 4" 0.C. 5/8" 6 32" 0.C. Qall = 350 PLF / OR 0513 1/2" CDX 8d 6 3" OC. 5/8" 9 1" O.C. QaII : 40 PLF 9 ----OR 0513 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS (5) , = SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" X-;" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED 51-1EATHING (24/0, OSB OR CDX) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT 514ALL BE PER IBC TABLE 2304 9.1. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR EQUIVALENT TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE 130LT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMI,M OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 2308.12.8 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d 6 12" 0.C. STAGGERED. A \,A7 4x10 3 xLVL \447 \ — —{////////////////////////I-- • • • • • • • • • • • • • • UPPER FLOOR A : 1,558 SQ FT \\\'N F.\\l\ LSTA24 - BEAM TO TOP PI -ATE 54xII4LVL DSCS - GIRDER TO TOP PLAN E <A] LSTA30-HDR1SILL TO 3x BLOCKING. (TTP. 2 PLACES) L6TA30 - I -OR 1 SILL TO 3x !BLOCKING. (TVP. 2 PLACES) MAIN FLOOR A = 1,244 SQ FT LSTA24 - BEAM TO TOP PLATE 1 STEM WALL 2'-0" 8" 4 CONTINUOUS FTG. RENFORCEMENT I'-0" _J, MINIMUM 2 I MAX. STEPPED FOOTING DETAIL WALE: 314' • 1'-0' MSTC40 HOLDOUN. ALIGN WITH EMBEDDED STHD TYPE HOLDOWN BELOW. SI -BATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMhMON MEMBER OR BLOCKING: SHEATHING 1 NAILING PER PLAN. MATG-I WALL ABOVE UNA. 16d • 16" O.0 SOLE PLATE NAILING. 34' SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UNA. MAINTAIN MN. i4" END DISTANCE. 6'-0" MAX FINISH GRADE 18" MN • 2x6SW • 16'0.C.USE DBL STUD a ENDS OF SHEAR WALLS 4 HOLDOWNS. 10'4' 2x NAILER AND PT SILL w/ "4M'4' ANCHOR BOLT 1 3' x 3" x 1%' WASHER AT S'-0' Oc. UN.O. (ALT. MASA a 48" Oa) STI -ID TYPE HOLDOIIN PER PLAN. '413ARa 10"O.C.-1-1ORIZ. 2'-0" 114L8,4R a 16" O.C. - VERT. FINISH GRADE MUM • .e )I 4� CRIPPLE WALL WITIH BACKFILL FOUNDATION SCAM V' • P-0' •4 BAR CCNTNUOUS MINIMUM (TYP.) 016%, 004 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 0 2016 City of Tukwila BUILDING DIVISION RECEIVE -0 CITY OF TUK1NRA MAR 31 2016 PERMIT CENTER COPYRIGHT 2014, SEGA ENGINEERS JOB 11-016 112" RATED SHEATHING 8d 6" O.C. EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d e 4" D.C. 2x BLOCKING w/ 16d 6 8" OC. 1/2" RATED SHEATHING 112" RATED SHEATHING w/ ad 6 4" OC. TO FRAMING NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR TRUSS PER PLAN 2x BLOCKING w/ (2) 8d TO STUD EACH END SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER rOR -BLOCKING- . TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED. A35 a 48" O.C. (USE 24" O.C. AT SIM.) 2x BRACE PER TRUSS SUPPLIER OR a 48" O.C. SECURE w/ 434 EACH END. 2x STUD PER PLAN CONNECTOR STRAP PER PLAN. w/ 16d 9 6" 0.C. STAGGERED SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x STUD (NOT e SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: 1" • 11-0" ROOF FRAMING 6 GABLE END SCALE: 1" = 1'-0'1 LOWER ROOF FRAMING 6 SI -TEAR WALL SCALE: 1" = 11-011 4 DRAG STRUT CONNECTION SCALE: 1" • 11-0" DBL 2x TOP PLATE NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. MSTC HOLDOWN STRAP PER FLAN 8d 4" 0.C. 3/4" SUBFLOOR 2x BLOCKING w/ 435 A FRAMING ANCHOR AT 11111k611 C. t0 TOP PLATE. SOLID RIM JOIST ROOF SHEATHING PER PLAN 2x BLOCKING 11I„ .I� �' � I SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING (3) ad JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11'2" END DISTANCE. 2x JOIST PER PLAN HDR PER PLAN. TRIMMER STUD(S) JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. KING STUD 2x NAILER OR TRUSS w/16d®8" O.C. 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d Q 6" O.C. STAGGERED. 1/2" RATED 514EATHING 4 NAILING PER SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT SIM.) 5 1 ROOF FRAMING 6 SHEAR WALL SCALE: 1" • 1'-011 61 TYPICAL FLOOR FRAMING CONNECTION 52.0 FRAMING AT INTERIOR SHEAR WALL SCALE: 1" • I'-0" LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TIP) 2x SILL PLATE 3x BLOCKING SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN 16d 9 4" O.C. SOLE PLATE NAILING. ad 6" 0.C. UNO MSTC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d68"0.C.SOLE PLATE NAILING. RIM JOIST w/ (3) 16c16 EACH JOIST, 1i2" RATED SHEATHING 4 NAILING PER PLAN. 4" SUBFLOOR LIZ HANGER 8Y TRUSS SUPPLIER TRUSS OR RAFTER (SIM ONLY) WS HANGER Ip. II WN) JOIST PER PLAN (USE DBL w/ LUS210-2 e HOLDO 2x BLOCKING w/ 435 FRAMING ANCHOR TO TOP PLATE. 8d 66"OC. 34" SUBFLOOR BEAM PER PLAN 16d a 8" 0.C. SOLE PLATE NAILING. 2x RIM JOIST. 3/4" SUBfLooR TRUSS PER PLAN. JOIST PER PLAN LUS HANGER BY TRUSS SUPPLIER SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" = 1'-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 16" MINIMUM NAIL SHEATHING TO HDR w/ ad a 3" 0C. EACH WAY. BEAM PER PLAN. MSTC HOLDOWN STRAP PER PLAN FASTEN TOP PLATE TO HEADER w/ (2) ROWS 16d AT 3" 0C. SHEAR WALL FRAMING AT FLUSH BEAM 10 FLOOR FRAMING 6 CANT. JOIST 52.0 SCALE: 1" • 11-0" SHEAR WALL FRAMING AT BEAM SCALE: 11' • 11-011 +/---(2) 2x STUDS (TYP.) 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 8de6"OC. 3/4" SUBFLOOR 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN AC POST CAP (ALT. 1x4 GUSSET EA SIDE w/ (6) Sd )� 4x4 PT POST (4x6 AT SPLICE), MAB ANCHOR (ALT. 434 ,ANCHOR TWO SIDES) 2x STUD PER PLAN. USE MINIMUM 77� (2) 2x STUD 9 ENDS OF SHEAR_/ J WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER ► PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 16d 6 16" 0C. SOLE PLATE NAILING. X34" SHEATHING ANCHOR 130LT w/ 3"x3"x14" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGJISE 548" AT 60" 0.C. UN.O. 2x PT SILL SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x WASHER PER PLAN OR SCHEDULE. USE 5'8"1' e 60" 0C. MIN. 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 10'-0" MAXIMUM 7, 717171; 7i 1/2" RATED 5HEATHING (24/0 EXP 1). NAIL w/ (2) ROWS 8d 9 3" O.C. AT PANEL EDGES. _ REVIEWED FOR CODE COMPLIANCE (2) 2x PLATE. (NAIL APPROVED SHT'G TO EA P4TE)APR 2 0 2016 SEE PLAN FOR TOP OF CONCRETE AT SIMILAR ++ • • 4 AR - HORIZ. 11-6' MIN 21-6" MAX. *4 BAR CONTINUOUS FINISH GRADE 6" MIN.. 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER TOP OF STEM WALL ELEV. VARIES FINISH GRADE OR SLAB ON GRADE STI -ID HOLDOWN PER PLA 1'-6N" MIN. 1 8" 4 u' 5114D14 HOLDOWN UNO. 2x PT SILL *4 BAR - HORIZ. *4LBAR a 24" 0.C. - VERTICAL RECEIVED CITY OF TUKWILA MAR 312016 14 BAR CONT. 13\ FLOOR FRAMING AT CRAWL SPACE S2.0' SCALE: 1" = 1'-0" 1'-4" PERMIT CENTER FOUNDATION AT SLAB ON GRADE SCALE: 1" = 1'-011 City of Tukwila BUILDING DIVISION (2) 5/84 ANCHOR BOLT w/ MIN. T' EMBEDMENT 4 3" x 3" x 14" GALVANIZED tE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ *4 BAR 1-10RIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: NONE b( DOS!, COPYRIGHT 2015, SEGA ENGINEERS JOE3 11-016