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Permit D19-0343 - GREGOIRE RESIDENCE - CONSTRUCT NEW SINGLE FAMILY HOME.
GREGOIRE RESIDENCE 14728 59TH AVE S D19-0343 K~^�xx »�� Tukwila ^~U~� ��n v ��ovw�Uoa Department of Community Development G3nO5outhcenterBoulevard, Suite #1OO Tukwila, Washington 9O18n Phnne:ZO6-431,367O Inspection Request Line: ZO6'438'93S0 Web site: http://www.TukwilaWA.gov Parcel No: 3597000066 COMBOSFR PERMIT Permit Number: D19-0343 Address: l4728S9THAVE S Issue Date: 1/8/2020 Permit Expires On: 7/6/2020 Project Name: GRE6O|RERES|DEm[E Owner: CARY LANG CONSTRUCTION INC Address: 298lS24THAVE SW, FEDERAL WAY, VVA,9O0Z] Contact Person: Name: [ARYLANG Phone: (206)423-5055 Address: 29Ol5Z4AVE SVV'FEDERAL WAY, WA, 98023 Contractor: Address 29815 24TMAVE SW, FEDERAL WAY, WA,980Z3-Z30O License No: [ARYL[u0IOp Expiration Date: 9/26/2020 Lender: Name: OWNER FUNDED Address: ''' DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY HOME. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION AND INFILTRATION, WATER METER VV/SERV|CELINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, PAVEMENT CUT AND PAVING, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER AND OTHER Project Valuation: $323,144 lZ Type nfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VU Electrical Service Provided by: TUKWILA Fees Collected: $20,42929 Occupancy per IBC: R'3 Water District: TUKVV|LA Sewer District: TUKxVLA Current Codes adopted bythe City mfTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: as Code: 05 21 05 21 National Electrical Code: VVACities Electrical Code: VVAC296468: Code: ublic Works Activities: [hanneUsahom8tdping: [urb[ut/Access/S|dewa|k; 1 Fire Loop Hydrant: Flood Control Zone: HauUng/OversbeLoad: 07 21 05 Land Altering: Volumes: Cut 40 Fill: O Landscape Irrigation: Sanitary Side Sewer: Number: l Sewer Main Extension: Storm Drainage: 1 Street Use: l Water Main Extension: Water Meter: Yes P Permit Center Authorized Signature: 14, V � jv� �/) Date: I , �-o | heady certify that | have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein n,not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state nrlocal laws regulating construction orthepedonn^ncenfemrk. |amauthorized »osign and obtain this development permit amd agree to the conditions attached to this permit. Signature: ��z /^^ / Print Name. � 3 �//u�u Date: / '/ This permit shall become null and void if the work bnot commenced within l80days for the date ufissuance, nrif the work is suspended or abandoned for a period of 180 days from the last inspection, PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDOlDNS*** Z: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall bekept a\the site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall beprovided with the shipment of trusses delivered tothe job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given |nthe soils report. Special inspection isrequired, 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure |sinaddition to any requirements for special inspection. 8: All wood toremain inplaced concrete shall betreated wood, 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception, lD: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall inthe office ofthe City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. Aminimum distance of4'inches shall bemaintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (ZU6'43l'367U). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall beremoved from place cfdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 16: VALIDITY OFPERMIT: The issuance or granVng 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 ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data, 17: `MECHANICAL PERMIT CONDITIONS* ** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (Z06/43l,3670). 19: All permits, inspection record card and approved construction docunnemsshaUbekeptatthesiteo/work and shall be open to inspection by the Building Inspector until final inspection approval is granted. ZU: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. 23: ~~,PLUMBING/GAS PIPING PERMIT [ON0T|ON3**~ 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: Noportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. 28: All plumbing and gas piping systems shall betested and approved asrequired bythe 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 ofthe permit tomake sure that the work will stand the test prescribed before giving notification that the work |sready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing, All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 188auge. 31: Piping through concrete nrmasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitiors shall be protected inaccordance with the requirements ofthe building code. 33: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall hebackMUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, dnderOU,frozen earth, orconstruction debris. 34: The issuance ofapermit urapproval ofplans and specifications shall not beconstrued tobeapermit for, nr an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance ofthe jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 40ZofWashington State Amendments 37: 'PUBLIC WORKS PERMIT COND|T|ONS*** 38: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Toschedule, call Public Works at(2OW438'9]5Q. 70: Prior tofinal permit sign -off applicant shall submit executed sanitary sewer easoment;(sansewer pipe bisecting the property was not disclosed in the short plat) and joint sewer/maintenance agreement. Both documents shall bereviewed byPublic Works and recorded atapplicant's expense. 39: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion nfwork atleast 24hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance. 40: Prior toconstruction, all utilities inthe vicinity shall befield located. NOTE: For City ofTukwila utility locates, call 811or1'8OO4Z4-5555. 41: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:O0p.m.and weekends, 42: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 43: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall hesubmitted tothe Inspector for prior approval. 44: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines beunderground from the point ofconnection onthe pole tothe house. 45: Flagging, signing and coning shall hoinaccordance with mUTCDfor Traffic Control, Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works Inspector before 12:O0 Noon onFriday preceding any weekend work. 46: Any material spilled onto any street shall becleaned upimmediately. 47: Temporary erosion control measures shall be implemented as the first order ofbusiness to prevent sedimentation off -site orinto existing drainage facilities. 48: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 49: The Land Altering Permit Fee is based upon anestimated 4Ocubic yards ofcut and nocubic yards offill, If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 50: From October 1thmugh April 30\ cover any slopes and stockpiles that are 3H:IVo/steeper and have vertical rise o[lUfeet nrmore and will beunwnrkedfor greater than lIhours. During this time period, cover o,mulch other disturbed areas, ifthey will be unvvorkod more than 2 days. Covered material must hestockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms, 51: From May I 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, 62: Project shall comply with Geotechnical Engineer Report by Migizi Group, Inc., dated October 1,2O19and subsequent Geotechnical Reports6m|uadons. 53: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. xSxx.xxper sq. ft.= $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works 54: Owmer/App|icantd`aU contact the local postmaster regarding location ofmaUbmx(es) installation, Location ofmai|box(es)installation shall becoordinate with Public works. 55: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as appUcab|e. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual &Tu1[1430-O8O. 56: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-Oxxx. Fee based on on single family residence, 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of 1,297,22 based on one single family house inZone Z. 60: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreementforwork within the Public right-of-way. Gl: No sanitary side sewer work within the adjacent parcel to the South (TL parcel no. 359700-0092) without a recorded Private Sanitary Sewer Easement. 62: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z436) 63: All new sprinkler systems and all modifications tuexisting sprinkler systems shall have fire department review and approval cfdrawings prior toinstallation ormodification. 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). 64: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #Z437) 65: 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 beArabic numbers oralphabet letters. Numbers shall bevminimum vf4inches (lnZmm) high with aminimum stroke width of0Iinch (lZ7,nnn). (|FC 505.1) 66: Adequate ground ladder access torescue windows shall beprovided, Landscape aflat, lZ'deep by4'wide area below each required rescue window. (City Ordinance #Z435) 67: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 68: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval o/such condition o/violation. 69: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 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 CITY OF TUKWI() Community Development -Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gOV Combination Permit No, J) 0 Ste Project No.: Date Application Accepted: 25-19 Date Application Expires: /-/ -2-0 (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: King.5 Co Assessor's Tax No.: 3 5- 9 -1--oc)00 6 Ave gw`14- qcf /6 PROPERTY OWNER Name: t 1 — Address: Li City: I( State: f i Zip: 1 ( CONTACT PERSON - person receiving all project communication Name: t t Address: t t City: i ( State: it Zip: i t Phone: t ( Fax: 1 t C-4 Email: c"*-1 GENERAL CONTRACTOR INFORMATION Company Name- 14 Z-4 6"17: I -We: t...../ Address: L 9. g/..5- .2...._ 17.0 ,,,,e City: pele,.„ i (.,,,,41/ State: k.14.... Zip: m/2 3 phone:2.06_,/x 3 Fax: ConteviipviLcilat OF Exp Date: I/ /.02_ v Tukwila Business License bvq40././1 ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: 6-_ f. el --rh t,5e 141 v is ka, Address: d2. 2_13 ? 5I 2, ,z, p /. City: B k 6,14 r) e.I, j state: , , I A Zip:,Fgoto Phone: A , 41346- _ i 0,..7 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 1927,095) Name: 5 Address: City: State: Zip: HAApplicationsWorms-Applications On Linel2011 Applications\Combination Permit Application Revised 8-9-11,docx Revised: August 2011 bh Page I of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): c)oo0 Co/v4 rat., 6-r (A, DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I s' floor g q / 2"d floor / IY 2, Garagecarport 0 6 7€3 Deck — covered 4 uncovered Ej / /5. Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT, MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ 2-- bathtub (or bath/shower combo) 1 dishwasher 5 lavatory (bathroom sink) water heater (gas) fuel type: LJ electric gas *1— appliance vent ventilation fan connected to single duct 1 wood/gas stove water heater (electric) other mechanical equipment _5, 7 0 o bidet floor drain sink lawn sprinkler system clothes washer shower 3 water closet gas piping outlets HAApplicationsWorms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 Idocx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMAL ( Scope of work (pIee provide detailed information): (ve y Call before you Dig: 811 Iv 411144 e 04 ,e Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT _ .Tukwila ...Water District #125 . Letter of water availability provided WER DISTRICT .. Tukwila .. Sewer use certificate O... Highline o ... Valley View 0...Renton 11 ...Letter of sewer availability provided .. Renton O .. Seattle SEY1 IC SYSTEM: ..0n-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): O .. Civil Plans (Maximum Paper Size — 22" X 34") • Technical Information Report (Storm Drainage) .. • Bond 0... Insurance 0._ Easement(s) O... Geotechnical Report 0 ...Hold Harmless — (SAO) 0._ Maintenance Agreement(s) El .,.Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): • Right -Of -Way Use - Potential disturbance ...Construction/Excavation/Fill - Right-of-Way...0 -or- Non Right -of -Way.. 0 4/V .. Total Cut Cubic Yards O .. Total Fill Cubic Yards Sanitary Side Sewer .. Cap or Remove Utilities o .. Frontage Improvements .. • Traffic Control 0... Work In Flood Zone 0._ Storm Drainage 0._ Abandon Septic Tank 0._ Curb Cut 0... Pavement Cut 0... Looped Fire Line .. Permanent Water Meter Size " WO # o .. Residential Fire Meter Size .. Deduct Water Meter Size .. • Temporary Water Meter Size " WO # O .. Sewer Main Extension Public El - or - Private E1 " WO # 0 ..Trench Excavation 0 ..Utility Undergrounding .. Backflow Prevention - Fire Protection Irrigation Domestic Water .. Water Main Extension Public 0 - or - Private 0 It FINANCE INFORMATION - T Fire line size at property line in.. water sewer MONTHLY SErICE BILLING TO: ete- al. e-- S INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE number of public fire hydrant(s) .. sewage treatment Name: Mailing Address: 2 24.7 C- Y23 -500 Telephone: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H: \ApplicntionsWorms-Applications On Line\2011 Applications1Combination Permit Application Revisal 8-9-11,clocx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - PLICABLE TO ALL PERMITS IN THIS iLICATION - 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 OWp OR AUTHORIZED AGENT: , "7"-V-•€...----- Signature: Print Name: Mailing Address: 241/ 5 Day Telephone: City Date: / 072- 37/ State Zip HAApplicationsWorms-Applications On Line \201 I Applications \Combination Permit Application Revised 8-9-1 Revised: August 20I 1 bh Page 4 of 4 4 " BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CA6-G 0/126 g6 11.0"/c6- PERMIT # 1). )9 33 (0 41 ZS 59 44' Ave, ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) gb libt.o, .00 Z.56 I 1 So $250 (1) 5. Enter total excavation volume 4-0 cubic yards Enter total fill volume cubic yards 1/5 (4) 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 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee (<13) (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 p 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 lst 100 CY plus $17.50 for each additional 100 or fraction thereof 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 $ 9 (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 - Peiiiianent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ I 12„S 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 $ 1/2-9-7 I. Other Fees $ 641e#0 cA-pF WPTE g- tALLItqri DUE WHEN PERMIT IS ISSUED (9) Total A through I '7-7 I -- (10) (6+7+8+9+10+11) $ 0 ed, 5 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 $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 N/ $6,416 $7,041 ,/ 1 './ $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 0.75" $300 $1,500 3 DESCRIPTIONS PermitTRAK ACCOUNT ( QUANTITY PAID $43,428 09 D19-0306 Address: 5421 S 150TH ST Apn: 8733000093 $18,929.80 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 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 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $4,577.36 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 PERMIT FEE R000.322.100.00.00 0.00 $4,220.86 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE _ $4,542,00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,570.72 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $243.72 TECHNOLOGY FEE R000.322.900.04.00 0.00 $243.72 D19-0307 Address: 5435 5 150TH ST Apn: 8733000095 $6,583.54 1 INCH $1,125.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 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 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $43,428.09 D19-0307 Address: 5435 S 150TH ST Apn: 8733000095 $6,583.54 DEVELOPMENT $4,490.66 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 PERMIT FEE R000.322.100,00.00 0.00 $4,134.16 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS 5273.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $239.38 TECHNOLOGY FEE R000.322.900.04.00 0.00 $239.38 D19-0343 Address: 14728 59TH AVE S Apn: 3597000065 $17,914.75 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 5100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 515.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT 53,840,41 PERMIT FEE R000.322.100.00.00 0.00 $3,483.91 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000,342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 IMPACT FEE $4,542.00 FIRE R 04. 45.852.00,00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 2 of 3 SYSTEMS Cash Register Receipt City of Tukwila , DESCRIPTIONS ACCOUNT . QUANTITY PAID PermitTRAK $43,428.09 D19-0343 Address: 14728 59TH AVE S Apn: 3597000065 $17,914.75 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.O0 PUBLIC WORKS $1,320,72 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 TECHNOLOGY FEE $215.62 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19301 R000.322.900.04.00 0.00 $215.62 $43,428.09 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 3 of 3 4 tl SYSTEMS DESCRIPTIONS Cash Register Receipt City of Tukwila ACCOUNT I QUANTITY PAID PermitTRAK 2,514.54 D19-0343 Address: 14728 59TH AVE S Apn: 359700()065 2,514.54 DEVELOPMENT $2,264.54 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,264.54 PUBLIC WORKS BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 $250.00 TOTAL FEES PAID BY RECEIPT: R18899 $2,514.54 Date Paid: Wednesday, October 23, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26444 Printed: Wednesday, October 23, 2019 11:06 AM 1 of 1 Y E INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWIL.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P/9"--45 Project: Type of Inspection: Address: Ala SI. Date Called: / 728 7 Special Instructions: TU►ate ltltanted: cl'"► a.m. P.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: Inspector: Date: q 9,0 n REINSPEC' ION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sc uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: /1172 3 5.27771 AVO 'Date Called: Special Instructions: r Date 1 `anted: "..► '' "� "'�--' a.m. p.m. Requester: /71 ,14314 .- �� Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: `Inspector. `Date: - 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cast to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431--3670 Permit Inspection Request Line (206) 438-9350 Thc? 3 L3 Pr cct: ,fir Type of Inspection: Address: �e �t �1 ate Called: Special Instructions: lft'Z Date Wanted: a.m. p.m. sequester: .. one No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i R �� r✓ �. + J �.r.y.�.� a,---- P�� Ar/V /� I I/� 7 / L E— �. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pl g-,3y3 Project: Type of Inspection: Address: /V7.2e) 5w .. .t Date Called: Special Instructions: _ *Date Wanted: 5 O 20 a.m.: P.m. Requester: Phone No: orrections require p COMMENTS: PPArO vim. Inspector: Date: 5 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd,. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P : /ROE T e of n p c on: Address: Date Called: Special n u n : :Date Wanted: a.m. p.m. Requester Phone Phone No: Approved per applicable codes. Corrections required prior to approval. 'COMMENTS: ns pector: 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 piq—o 3y3 4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: CAL GI/RA" Type of Inspection:' Address: /fig 5-9 ._._. Date Called: Special Instructions: '^JV!9-0/ii Date Wanted: ,'� ". "� a.m. P.m., 6-- Je)1 AC.Its<L,�`T' Requester: Phone No: `Approved per applicable codes. COMMENTS: n s pecto Corrections required prior to approval. Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:: ,.., j Type of lnspe tctct on: ile,sMist) 776 4/ ,.'- �/R,, . �.���» Address: /` 7 2e, Date Called: . Special Instructions: .. :Date Wanted: —� a.m.. p.m.. Requester: Phone No: . -0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ifi7Sv/t'o - �- /fYsiJ 7 nspecta Date: 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Can. to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: G.Iitze-oiffy Type of Inspection: 1T©v/ ,-/A/ -5 Address: /972 Date Called: Special Instructions: Date Wanted: a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. C MENTS: nspector: Date:3 Iz REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cast to schedute reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (2'06) 438-9350 DI` --0 31 3 Project: GR.1-&4 LRE Type o Inspection: P.OL.k 4-!N PLUM- Address: Date Called: / £+7.-5 'T"14 AVM Special Instructions: Elate Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. CO M ENTS: nspec Date: 3 REINSPECTI©N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. nspec Date: 3 REINSPECTI©N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: "Type of Inspection: GAO ©1RE Address: 72a 51:frg �, Date Called: Special Instructions: If.//fi-i- S7/41WA/G Date Wanted: .3 3 - a.m. p.m. Requester: Phone No: proved per applicable codes. ections required prior to approval. Za 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 NSP " ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-:3£+70 Permit Inspection Request Line (206) 438-9350 Pic;)- o3/3 Proj ct: Type of I sp+ ction: Addre ss: Date Called: Special Instructfons: pAizw ate ed: a.m. p.m.. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. CO nspecta —rate: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431--3670 Permit Inspection Request Line (206) 438-9350 ,D `' ---‘53f1.3 • Project: Type orrri-Tpection: it Address: Date Called: Special Inst . coons: Date illianted -' a.rn -- p.rn.\ Requester: Phone No: Approved per applicable codes. ections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspectivn:���� Address://�{/R�� C I ©ate Called: ���./.�.*y"/J Special Instructions: Date Wanted: ~' /-1.24 a.m. p.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COI' 'MENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P19-c3 Project: •-,e,G- Type f nspection: 0A1P 1 °1©Wr���'� Date Called:T Address: ! LI 2 Si-} Special Instructions: �at> li 77o» Date anted: a.rr .. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: nspector: Date: _ 2. ` 2eD REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ^ Prescriptive Energy Code Compliance for All Climate Zones inWashington Project Information Contact Information 1-2-2133 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 chocked as chosen by the permit applicant. Authorized Representative All Climate Zones R-Va|uea U'Foctora FenastraVonU'Fuctor b n/a 0.30 8ky|ightU-Factn/ n/o 0.50 Glazed Fenestration GMGC^'° n/a n/o Cei|ing^ 49i 0.026 Wood Frame VVaUv'°p 21 int 0.056 Mass Wall R4a|ve' 21/21^ 0.056 Floor 309 0.028 Below Grade VVo||'-m 1015/21int+TB 0.042 Slab uR'Va|uo& Depth 10.2ft n/u *Table R4O2.11and Table R4U2.1.3Footnotes included unPage 2. RECEIVED CITY OFTUKW//A �� OCT �� ��x 2 3 u�svPERMIT CENTER Each dwelling unit in a residential buildinq shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number ofcredits: 1. Small Dwelling Unit: 1.5 credits O Dwelling units less than1500 square feet in conditioned floor area with less than300 square feet of fenestration area. Additions Voexisting building that amQmuterthan 5UOsquare feet nfheated floor area but less than 15O0 square feet. El 2. Medium Dwelling Unit: 3.5nmedds All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5credits. [] 3. Large Dwelling Unit; 4.5x,edda Dwelling units exceeding 5OUUsquare feet ofconditioned floor area. []4. Additions less than 5OVsquare feet: .5credds Table R406.2 Summary Option Description I Efficient Building Envelope 1a 0.5 I Efficient Building Envelope 1h 1.0 10 Efficient Building Envelope 10 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2m 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2o Air Leakage Control and Efficient Ventilation ux 1.5 3a High Efficiency M\A&3a 1.0 3b High Efficiency H\AC3b 1.0 3c High Efficiency M\AC3u 1.5 3d High Efficiency MVAC3d 1.0 4 High Efficiency M\4\CDistribution System 1.0 0.5--' 5a Efficient Water Heating sa ob Efficient Water Heating 5b 1.0 5u Efficient Water Heating 5c 1.5 xd Efficient Water Heating 5d 0.5 O Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions El O O O U B O B 1.5 O °1200kwh 0.0 3.50 ���� � REVIEWED FOR CODE COMPLIANCE B ` APPROVED -'--I u n 1.1.110 _ U " =....~~-'- _ �UIL��� DIVISION 0.5 Table R402.1.1 Footnotes For SI: 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 less 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. "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. Reserved. B Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 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 L2-2133 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact Information Ref. U-factor ENTRY DOOR 0.20 GREAT ROOM 0.28 GREAT ROOM 0.28 DINING ROOM 0.28 DINING ROOM 0.28 DEN 0.28 POWDER 0.28 OPEN TO BELOW 0.28 OPEN TO BELOW 0.28 MASTER BEDROOM 0.28 MASTER BATH 0.28 MASTER BATH 0.28 BEDROOM 2 0.28 UTILITY ROOM 0.28 BATH 0.28 STORAGE 0.28 BEDROOM 3 0.28 Width Height Qt. Feet Inch Feet inch Width Height Qt. Feet inch Feet Inch 1 3 6 8 2 2 6 6 1 5 1 5 8 1 785 1 5 5 1 2 1 4 - 2 3 2 2 1 6 4 1 5 15 5 1 4 4 1 2 1 2 1 3 4 1 6 4 . . Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 30.0 8.40 30.0 8,40 40.0 1 .20 37.5 10.50 25.0 7.00 6.0 1,68 8.0 2.24 12.0 3.36 24.0 6.72 25.0 7.00 25.0 7.00 16.0 4.48 6.0 1.68 6.0 1.68 12.0 3.36 24.0 6.72 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 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U-factor 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 cakulations) 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 0.00 346.5 Area 95.42, 0.28 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 0.00 346.5 95.42 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. 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 12-2133 Heating System Type: @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 ;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 Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions :, Floors Instructions l Below Grade Walls (see Figure 1) Instructions Y Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions El fel Figure 1. Abova 4ride ►-._.1 Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,133 8,5 Conditioned Volume 18,131 U-Factor X Area = UA 0.280 U-Factor 0.50 347 X Area = U-Factor X 0.026 U-Factor X No selection 97.16 UA Area = UA 33.36 1,283 Area UA U-Factor X Area UA 0.056 U-Factor 0.025 U-Factor No selection 2,473 X Area 1,283 138.49 UA 32.08 X Area UA F-Factor X Len 1 UA No selection --- F-Factor X Length UA No selection Duct Leakage Coefficient 1.10 Sum of UA Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 9,007 Btu / Hour VolumeX 0.6 X ATX.018 Building Design Heat Load 22,857 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 25,143 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 35,200 Btu / Hour Building and Dud Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump 46 301.08 13,850 Btu / Hour (0//01/13) Mii MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 2069487 Laurens House The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K6798079 thru K6798127 My license renewal date for the state of Washington is September 28, 2021. Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2, REVIEWED FOR CODE COMPLIANCE APPROVED JAN 03 2020 City of Tukwila BUILDING DIVISION October 17,2019 D19 O4-3 RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER Job Truss Truss Type Qty Ply Laurens House K6798079 2069487 01 GABLE 1 1 Job Reference (optional) Arlington, WA - 98223, Builders FirstSource (Arlington, WA), 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:28 2019 Page 1 I D:oaYjZEK7wN3VFyd3G U W 6F I yTST l-P2UV7_M Sm8YAD Km n R W xN5VrNKIpNpRLs09YweAySXBn 1-6-0 I 15-3-0 1 30-6-0 132-0-O 1-6-0 15-3-0 15-3-0 1-6-0 8.00 112 3x6 11 ♦R �T �f �� TT.f � iT 1 h1JTT ..T �T � Ja 1�#.f Tr T.T NA, . �T f.T. � �f T�fi'f t�T � T.w 1 f T.T.T.T. � �f T.� a a3 ii T � R � �T�"i � �T.T.i.T.664 1 35 34 33 32 31 30 29 28 3x6 = 13-3-0 13-3-0 4.00 112 21-7-12 8-4-12 30-6-0 8-10-4 O Scale = 1:64.9 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [11:0-3-0,Edge], [19:0-0-13,Edge], [29:0-3-0,0-1-0] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.27 BC 0.15 WB 0.18 Matrix-S H DEFL. in (loc) I/defl L/d Vert(LL) 0.00 20 Nr 180 Vert(CT) 0.01 20 NE- 120 Horz(CT) 0.01 19 n/a n/a PLATES GRIP MT20 185/148 Weight: 156 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-28, 12-27 REACTIONS. All bearings 30-6-0. (Ib) - Max Harz 2=198(LC 7) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 29, 24, 30, 31, 32, 33, 34, 35, 26, 25, 23, 22, 21 Max Gray At reactions 250 Ib or less at joint(s) 29, 24, 28, 30, 31, 32, 33, 34, 35, 27, 26, 25, 23, 22 except 2=296(LC 14), 19=287(LC 14), 21=318(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) - 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 29, 24, 30, 31, 32, 33, 34, 35, 26, 25, 23, 22, 21. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 24, 28, 27, 26, 25, 23, 22, 21. [)WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 501-7473 rev. 10/03/2015 BEFORE USE. I}esign 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 indvidual 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?PII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. October 17,2019 250 Klug Circle Corona, CA 92880 Job $ x Truss Truss Type Oty Ply Laurens House K6798080 2069487 A02 ROOF SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1-6-0 I1-6-0 Arlington, WA - 98223, 6-9-15 6-9-15 2x4 II 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:29 2019 Page 1 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-tE2tKKN4XSg1 rUL_?DScei000hybYnL7FpHTBcySXBm 13-3-0 I15-3-0 I 21-7-12 i 26-1-2 I 30-6-0 2-0-0 6-5-1 2-0-0 6-4-12 4-5-6 4-4-14 1-6-0 8.00 r2 5x8 = 6-9-15 13-3-0 6-9-15 6-5-1 5x8 11 6 4.00 112 21-7-12 8-4-12 30 6-0 8-10-4 Scale = 1:66.7 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [7:0-3-4,0-3-41,18:0-0-13,Edge], [11:0-5-4,0-2-8] LOADING (psf) TCLL 25,0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0,83 BC 0.92 WB 0.58 Matrix-SH DEFL. in (loc) I/defl Ltd Vert(LL) -0.25 10-11 >999 240 Vert(CT) -0,52 10-11 >689 180 Horz(CT) 0,25 8 n/a n/a LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* 8-10: 2x4 DF N0.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1413/0-5-8, 8=1413/0-5-8 Max Horz 2=198(LC 7) Max Uplift 2=-46(LC 8), 8=-46(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1946/45, 3-5=-1439/90, 5-6=-1354/163, 6-7=-3307/128, 7-8=-3380/0 BOT CHORD 2-12=-68/1498, 11-12=-68/1498, 10-11=0/1086, 8-10=0/2812 WEBS 3-12=0/252, 3-11=-508/121, 5-11=-296/129, 7-10=-500/234, 6-11=-152/394, 6-10=-55/2473 BRACING - TOP CHORD BOT CHORD WEBS PLATES GRIP MT20 185/148 Weight: 144 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 8-10. 1 Row at midpt 5-11 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' 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, 6) Bearing at joint(s) 8 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, 8, October 17,2019 WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED M/TEK 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job 1 Y Truss Truss Type Qty Ply Laurens House K6798081 2069487 A03 ROOF SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Adington, WA), Arlington, WA - 98223, [ 6-9-15 6-9-15 2x4 II 6-9-15 6-9-15 13-3-0 6-5-1 13-3-0 1 1 �-0 I 2-0-0 5x8 = 6-5-1 5x8 11 8,240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:31 2019 Page 1 ID:oaYZEK7wN3VFyd3G U W6FIyTSTI-pdAd10OL33w15oU M7eU4j7TIuVeS0h11j7maFVySXBk 21-7-12 1 30-6-0 132-0-0 6-4-12 8-10-4 1-6-0 4.00 112 21-7-12 8-4-12 1 30-6-0 8-10-4 1 Scale = 1:65.8 Plate Offsets (X,Y)-- [1:0-3-9,0-1-8], [6:0-3-4,0-3-4], [7:0-0-13,Edge], [10:0-5-4,0-2-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TP12014 CSI. TC 0.89 BC 0.96 WB 0.64 Matrix-SH DEFL. in (loc) 1/dell Ltd Vert(LL) -0.26 9-10 >999 240 Vert(CT) -0.54 9-10 >673 180 Horz(CT) 0.27 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 140 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 1=1295/Mechanical, 7=1423/0-5-8 Max Horz 1=-192(LC 4) Max Uplift 1=-26(LC 8), 7=-47(LC 9) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2002/53, 2-4=-1465/90, 4-5=-1374/164, 5-6=-3343/129, 6-7=-3415/0 BOT CHORD 1-11=-75/1561, 10-11=-75/1561, 9-10=0/1103, 7-9=0/2843 WEBS 5-10=-153/406, 2-11=0/258, 2-10=-562/128, 4-10=-287/127, 5.9=-56/2494, 6-9=-503/235 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 7-9. 1 Row at midpt 4-10 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 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) 1, 7. October 17,2019 WARNING - Verify design peramefere end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rea. 10/03/2015 BEFORE USE. Design valid for use orgy with MiTek® connectors. This design is based orgy upon parameters shown, and is for an individual budding 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 member.; 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 ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job t K Truss Truss Type Qty Ply Laurens House K6798082 2069487 A04 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:34 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6F yTSTI-ECsm02Q0M_IKyFDxom2nLm5G7ig9D2dIP5?EsqySXBh 6-9-15 13-3-0 1 15-3-0 l 21-7-12 1 30-6-0 :12-0-0 I 6-9-15 6-5-1 2-0-0 6-4-12 8-10-4 1-6-0 3x6 i 2 3x6 8.00 12 2x4 II 4 3x6 = 11 10 2x4 II 5x12 = 2x4 11 5x8 II 6-9-15 13-3-0 6-9-15 6-5-1 5x8 6 6x10 = 4.00112 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 21-7-12 30-6-0 8-4-12 8-10-4 3x8 Scale =1:68.4 Plate Offsets (X,Y)-- [1:0-3-9,0-1-8], [6:0-3-4,0-3-4], [7:0-0-13,Edge], [10:0-0-4,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.89 BC 0.96 WB 0.64 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.26 9-10 >999 240 Vert(CT) -0.54 9-10 >673 180 Horz(CT) 0.27 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 142 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 1=1295/Mechanical, 7=1423/0-5-8 Max Horz 1=-192(LC 4) Max Uplift 1=-26(LC 8), 7=-07(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2002/53, 2-4=-1465/90, 4-5=-1374/164, 5-6=-3343/129, 6-7=-3415/0 BOT CHORD 1-11=-75/1561, 10-11=-75/1561, 9-10=0/1103, 7-9=0/2843 WEBS 5-10=-153/406, 2-11=0/258, 2-194-562/128, 4-10=-287/127, 5-9=-56/2494, 6-9=-503/235 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing; 7-9. 1 Row at midpt 4-10 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 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) 1, 7, October 17,2019 A WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters drown, .and is for an individual building component, not a truss system. Before use, the building designer must verity 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 i5 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-19 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job 1 Truss Truss Type Qty Ply Laurens House K6798083 2069487 A05 ROOF SPECIAL 1 1 Job Reference (option) Build FirstSource (Arlington A), 3x6 = Arlington, WA - 98223, 6-9-15 6-9.15 6-9-15 6-9-15 10 2x4 II 8.240 s Jul 14 2019 MITek Industries, Inc. Thu Oct 17 11:04:35 2019 Page 1 ID:oaYjZEK7wN3VFyd3G U W 6F I yTST I-iOQ8bORr61Q BZPo7M UZOuzeOg62kyVtudl koOGySXBg 13-3-0 15-3-0 21-7-12 30-6 0 6-5-1 1 2-0-0 I 6-0.12 8-10 4 5x8 II 9 2x4 II 5x12 = 13-3-0 6-5-1 2x4 II 4.00112 21-7-12 8-4-12 1 30-6-0 8-10-4 3x8 m Scale = 1:68.2 Plate Offsets (X,Y)-- [1:0-3-9,0-1-8], [6:0-3-4,0-3-4], 0-0-1 Edge], [9:0-0-4,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI, IC 0.91 BC 0.74 WB 0.64 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.26 7-8 >999 240 Vert(CT) -0.53 8-9 >688 180 Horz(CT) 0.26 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 145 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* 7-8: 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 REACTIONS. (lb/size) 1=1299/Mechanical, 7=1299/0-5-8 Max Horz 1=-182(LC 4) Max Uplift 1=-26(LC 8), 7=-25(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2009/53, 2-4=-1471/92, 4-5=-1381/165, 5-6=-3380/160, 6-7=-3448/0 BOT CHORD 1-10=-86/1566, 9-10=-86/1566, 8-9=0/1109, 7-8=0/2877 WEBS 5-9=-149/408, 2-10=0/258, 2-9=-562/128, 4-9=-287/127, 5-8=-91/2531, 6-8=-508/236 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Refer to girder(s) for truss 10 truss connections, 6) Bearing at joint(s) 7 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) 1, 7. October 17,2019 A WARNING • Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ma-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?PI1 Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job 1 Truss Truss Type Qty Ply Laurens House K6798084 2069487 A06 Common 7 1 Job Reference (optional) Builde FirsiSource (Arlington, WA), Arlington, WA - 98223, 7-8-12 7-8-12 { 2x4 II 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:37 2019 Page 1 I D:oaYjZE K7wN3VFyd 3G U W 6 F I yTSTI-en Xu03T6evgvpj yWTvbUz0joiwlg0 U_B53DuT9ySXBe 15-3-0 22-9-4 30-2-14 7-6-4 7-6-4 7-5-10 7-8-12 15-3-0 7-8-12 7-6-4 4x6 5x8 = 22-9-4 7-6-4 2x4 II 30-2-14 7-5-10 Scale: 3/16"=1' Plate Offsets (X,Y)-- [1:0-8-0,0-0-6], [5:0-5-4,0-1-3], [5:0-0-14,0-0-9], [7:0-2-12,0- LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI. TC 0.81 BC 0.70 WB 0.28 Matrix-SH -4] DEFL. in (loc) I/defl Vert(LL) -0.13 1-8 >999 Vert(CT) -0.27 1-8 >999 Horz(CT) 0.08 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 122 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Right; 2x4 HF No.2 REACTIONS. (Ib/size) 1=1295/Mechanical, 5=1295/Mechanical Max Horz 1=181(LC 5) Max Uplift 1=-26(LC 8), 5=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1974/57, 2-3=-1343/112, 3-4=-1329/113, 4-5=-1949/54 BOT CHORD 1-8=-81/1526, 7-8=-81/1526, 6-7=0/1490, 5-6=0/1490 WEBS 3-7=-22/839, 4-7=-628/156, 4-6=0/301, 2-7=-666/157, 2-8=0/299 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-7, 2-7 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-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 budding 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/TPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available Iron Truss Plate Institute, 215 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job I 1 Truss Truss Type Qty Ply Laurens House K6798085 2069487 A07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington O 3x6 = A), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:41 2019 Page 1 I D:oaYjZEK7wN3V Fyd3G U W 8 F I yTSTI-XYnPsR Wci8AKH KFHiIgQ7EueHXH 7MJZm0 h C6cwySXBa 30-2-14 14-11-14 3x6 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 = 30-2-14 3x8 II 30-2-14 Scale = 1:65.1 Plate Offsets (X,Y)-- [1:0-3-9,0-1-8L [9:0 3.0,Edgejr [17:0-0-9,0 0-141, [17:0.1-3,0-5-4j, [17:0-3-8,Edge LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 cSh TC 0.07 BC 0.04 WB 0.18 Matrix-SH DEFL. in (toc) I/defl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.01 17 n/a n/a PLATES GRIP MT20 185/146 Weight: 164 Ib FT = 20% LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Right: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-26, 10-24 REACTIONS. All bearings 30-2-14. (Ib) - Max Horz 1=181(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 27, 28, 29, 30, 31, 32, 23, 22, 21, 20, 17, 19, 18 Max Gray All reactions 250 Ib or less atjoint(s) 1, 26, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 17, 19, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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, with BCDL = 8.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 27, 28, 29, 30, 31, 32, 23, 22, 21, 20, 17, 19, 18. A WARNING • Verify dealgn parametaa and READ NOTES ON THIS AND INCLUDED M/TEK 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 ano 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 njury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-59 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. October 17,2019 MI MiTek' 250 Klug Circle Corona, CA 92880 Job I Truss Truss Type Qty Ply Laurens House K6798086 2069487 1801 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-6-0 1-6-0 Arlington, WA- 98223. 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:43 2019 Page 1 iDroaYjZEK7wN3VFyd3GUVV6FlyTSTI-TxuAH7XsEIR2XePgq9iuCfztZLuGq8J3T?hDgpySXBY 6-5-7 12-3-0 18-0-9 24-6-0 26-0-0 I I f I 6-5-7 5-9-9 5-9-9 6-5-7 1-6-0 6-5-7 12-3-0 3x4 4x12 II 4 3x4 18-0-9 24-6-0 6-5-7 5-9-9 5-9-9 6-5-7 Scale = 1:58.4 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [5:0-5-0,0-0-12], 16:0-0-14,0-2-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.53 BC 0.32 WB 0.48 Matrix-SH DEFL. in (loc) I/defl Vert(LL) -0.04 12 >999 Vert(CT) -0.07 10-12 >999 Horz(CT) 0.03 7 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 183 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 13-14,6-14: 2x6 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1153/0-5-8, 7=1134/0-5-8 Max Horz 2=-159(LC 6) Max Uplift 2=-44(LC 8), 7=-58(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1546/39, 3-4=-1062/89, 4-5=-1065/88, 5-6=-1435/35, 6-7=-1549/25 BOT CHORD 2-12=-38/1188, 10-12=-42/1179, 9-10=0/1189, 7-9=0/1217 WEBS 4-10=-23/694, 10-13=-497/122, 5-13=-502/118, 3-10=-503/119 BRACING - TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-0-13 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 13 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1,60 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 ANSIIIPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 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 20.0ps( 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, 7. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 101 Ib up at 22-5-4 on top chord, and 6 Ib down at 14-0-12, 6 Ib down at 14-5-4, 6 Ib down at 16-5-4, 6 Ib down at 18-5-4, and 6 Ib down at 20-5-4, and 6 Ib down at 22-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 2-7=-16 October 17,2019 inuPd on none 2 WARNING Verify dealgn prominent and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM- 7473 ma, 10/03/2015 BEFORE USE. Design valid for use only with MiTek(s) connectors. Pilo 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! TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MI Kittle 250 Klug Circle Corona, CA 92880 Job t t Truss Truss Type Qly Ply Laurens House K6798086 2069487 Bill GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 25=22(F) Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:43 2019 Page 2 I D:oaY)ZEK7wN3VFyd3G U W 6F IyTST I-TxuAH 7XsEI R2XePgg9iuCfztZLuGg8J 3T?h DgpySXBY ® 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 M%Tek® connectors. This design is based only upon parameters shown, and is for an individual twirling component, not a truss system. Before use, the building designer must verity 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/TPlf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job 1 t Truss Truss Type Qty Ply Laurens House K6798087 2069487 B02 COMMON 2 1 Job Reference (optional) J Builders FirstSource (Arlington, WA), -1-6-0 1-6-0 Arlington, WA - 98223, 6-3-15 6-3-15 8-3-10 8-3-10 { 12-3-0 5-11-1 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:44 2019 Page 1 I D:oaYZEK7wN3VFyd3GU W6F IyTST I-x7SYUSYV?3ZV8o_sNID7ItW 3FkBUZggDifQmDFySX BX 18-2-1 24-6-0 26-0-0 5-11-1 6-3-15 1-6-0 4x6 II 4 16-2-6 7-10-12 24-6-0 8-3-1D Scale = 1:53.1 Plate Offsets (X,Y)-• [2:0-3-9,0-1-81,16:0-3-9,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI. TC 0.47 BC 0.51 WB 0.15 Matrix-SH LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 2=1155/0-5-8, 6=1155/0-5-8 Max Horz 2=162(LC 7) Max Uplift 2=-41(LC 8), 6=-41(LC 9) DEFL. in (loc) I/deft Vert(LL) -0.19 8-10 >999 Vert(CT) -0.25 8-10 >999 Horz(CT) 0.04 6 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 98 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1492/47, 3-4=-1303/110, 4-5=-1303/110, 5-6=-1492/47 BOT CHORD 2-10=-52/1180, 8-10=0/774, 6-8=0/1134 WEBS 4-8=-70/587, 5-8=-362/154, 4-10=-70/582, 3-10=-362/154 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,opsf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. October 17,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED BITER 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 tens 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 fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job 1 1 Truss Truss Type Qty Ply Laurens House K6798088 2069487 B03 Common Girder 1 Job Reference (optional) Builde FirstSource (Arlington, WA), 4x12 Arlington, WA - 98223, 4-11-12 4-11-12 8.00 (12 7-11-13 3-0-1 14 15 3 16 3x10 II 4x4 i 4-11-12 7-11-13 4-11-12 3-0-1 8x8 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:48 2019 Page 1 I D:oaY]ZEK7wN3VFyd3G U W6FIyTST1-pui3Kgb?213LdPldcj l3v]ghOMU IVJ8odH0_MOySXBT 12-3-0 16-6-4 19-6-5 24-6-0 4-3-3 I 4-3-4 I 3-0-1 I 4-11-12 4x12 II 4 12 17 11 10 8x8 WB = 10x10 12-3-0 16-6-4 4-3-3 4.3-4 4x4 4x8 6 20 9 21 8 22 23 8x8 = 300 II 19-6-5 3-0-1 24-6-0 4-11-12 24 4x12 Scale = 1:54.5 Plate Offsets (X,Y)-- [1:0-3-3,0-1-9],[3:0-0-8,0-1-8],[5:0-0-8,0-1-8],[7:0-3.3,0-1-9],[9:0-3-8,0-4-0],[12:0.3-8,0-4-0] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015fTP12014 CSI, TC 0,71 BC 0.71 WB 0.89 Matrix-SH LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No,2 REACTIONS. (Ib/size) 1=8260/0-5-8 (req. 0-6-13), 7=9157/0-5-8 (req. 0-7-9) Max Horz 1=-144(LC 4) Max Uplift 1=-224(LC 8), 7=-245(LC 9) DEFL. in (hoc) I/deft Lid Vert(LL) -0.19 10-12 >999 240 Vert(CT) -0.33 10-12 >875 180 Horz(CT) 0.09 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 297 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-12640/353, 2-3=-10582/325, 3-4=-8013/291, 4-5=-8013/291, 5-6=-10572/324, 6-7=-12610/352 BOT CHORD 1-13=-328/10350, 12-13=-328/10350, 10-12=-241/8746, 9-10=-181/8736, 8-9=-229/10327, 7-8=-229/10327 WEBS 2-13=-53/2753, 2-12=-2376/129, 3-12=-114/3838, 3-10=-3374/182, 4-10=-256/8474, 5-10=-3360/181, 5-9=-113/3822, 6-8=-52/2724, 6-9=-2356/128 Structural wood sheathing directly applied or 3-7-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-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: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.10 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) WARNING: Required bearing size at joint(s) 1, 7 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=224, 7=245. October 17,2019 —ontinued on oaoe 2 ® WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ma-7473 rev. 1rro3/2013 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/TPII Quality Criteria, DSB-49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798088 I 2069487 B03 Common Girder2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:48 2019 Page 2 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-pui3Kgb?213LdPIdcjI3vjghOMU IVJ8odHO_MoySXBT NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1279 Ib down and 42 Ib up at 2-0-12, 1279 Ib down and 42 Ib up at 3-11-4, 1279 Ib down and 42 Ib up at 5-11-4, 1279 Ib down and 42 Ib up at 7-11-4, 1279 Ib down and 42 Ib up at 9-11-4, 1279 Ib down and 42 Ib up at 11-11-4, 1279 Ib down and 42 Ib up at 13-11-4, 1283 Ib down and 42 Ib up at 15-11-4, 1277 Ib down and 42 Ib up at 17-11-4, 1277 Ib down and 42 Ib up at 19-11-4, and 1277 Ib down and 42 Ib up at 21-11-4, and 1283 Ib down and 37 Ib up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 12=-1279(B)14=-1279(B)15=-1279(B)16=-1279(B)17=-1279(B)18==-1279(B)19=-1279(B)20=-1283(B)21=-1277(B)22=-1277(B)23=-1277(B)24=-1283(B) A WARNING - Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 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 tor 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 ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Tnlss Truss Type Qty Ply Laurens House K6798089 2069487 C01 CALIFORNIA GIRDER 1 1 Job Reference (optional) Builders FirstSource -1-7-3 1-7-3 ngton, WA), 3-0-9 3-0-9 5.00 ITT 3x8 = 2x4 Arlington, WA - 98223, 5-9-14 2-9-6 5x12 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:52 2019 Page 1 I D:oaYjZE K7wN3VFyd3G U W 6F I yTSTI-ifxZ9CeW6WZm60 bOrYM?4ZrMczrl1RHOOYu M BVnySXBP 9-7-5 ) 13-4-11 I 17-2-2 19-11-7 23-0-0 �24-7-3 I 3.9.6 3-9-6 3-9-6 2-9-6 3-0-9 1.7.3 2x4 II 2 3x4 5x12 = 2x4 8 23 24 15 25 14 26 13 27 12 28 11 29 30 3x4 = 4x8 = 5x8 WB = 3x6 3-0-9 3-0-9 5-9-14 2-9-6 9-7-5 3-9-6 13-4-11 1 17-2-2 3-9-6 3-9-6 3x4 = 19-11-7 23-0-0 2-9-6 3-0-9 3x8 Scale = 1:43.4 Plate Offsets (X,Y)-- [4:0-6-0,0-1-5],[7:0-6-0,0-1.5] LOADING (psf) TCLL 25,0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.83 BC 0.87 WB 0.23 Matrix-SH DEFL. in (loc) 1/deft Ud Vert(LL) -0.23 12-14 >999 240 Vert(CT) -0,38 12-14 >714 180 Horz(CT) 0.11 9 n/a n/a PLATES GRIP MT20 185/146 Weight: 92 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (2-4-11 max.): 4-7. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-11-12 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1450/0-5-8, 9=1450/0-5-8 Max Horz 2=-36(LC 53) Max Uplift 2=-241(LC 10), 9=-241(LC 11) Max Gray 2=1725(LC 29), 9=1725(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-2986/506, 3-4=-2865/541, 4-5=-3560/720, 5-6=-3560/720, 6-7=-3562/721, 7-8=-2865/541, 8-9=-2985/506 BOT CHORD 2-15=-447/2617, 14-15=-481/2645, 12-14=-671/3562, 11-12=-458/2644, 9-11=-412/2617 WEBS 3-15=-209/324, 8-11=-209/325, 7-12=-254/1110, 4-14=-253/1107, 6.12=-528/190, 5-14=-527/187 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=241, 9=241. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 Ib down and 148 Ib up at 6-4-0, 128 Ib down and 69 Ib up at 8-0-12, 131 Ib down and 98 Ib up at 10-0-12, 131 Ib down and 99 Ib up at 11-6-0, 131 Ib down and 98 Ib up at 12-11-4, and 128 Ib down and 69 Ib up at 14-11-4, and 228 Ib down and 148 Ib up at 16-8-0 on top chord, and 34 Ib down at 2-0-12, 31 Ib down at 4-0-12, 31 Ib down at 6-0-12, 31 Ib down at 8-0-12, 31 Ib down at 10-0-12, 31 Ib down at 11-6-0, 31 Ib down at 12-11-4, 31 Ib down at 14-11-4, 31 Ib down at 16-11-4, and 31 Ib down at 18-11-4, and 34 Ib down at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). lfcah85tandard October 17,2019 jl WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M9.7473 row, 10/03/2015 BEFORE USE, Design valid for use only wfth 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 10 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 Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798089 2069487 C01 ' CALIFORNIA GIRDER 1 1 Job Reference (pptional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8,240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11.04:52 2019 Page 2 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-ifx29CeW6WZm60bOrYM74ZrMczqjRHOOYuMBVnySXBP LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-16 Concentrated Loads (Ib) Vert: 13=-14(F) 15=-14(F) 11=-14(F) 16=-96 17=-114 18=-44 19=-44 20=-44 21=-114 22=-96 23=-15(F) 24=-14(F) 25=-14(F) 26=.14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-15(F) A WARNING- Verify design parameters and READ NOTES ON THIS AND INCI-UDED MITEK REFERENCE PAGE 410.1473 rev. 10/03/1016 BEFORE USE, Design valid (or 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 verily 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798090 2069487 CO2 CALIFORNIA 1 1 Job Reference (optional} Builders FirstSource -1-7-3 1-7.3 ngton, WA), 4-3-15 4-3-15 Arlington, WA - 98223, 9-0-5 9-0-5 9-0-5 4-8-6 1 4x8 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:54 2019 Page 1 I D:oaYjZEK7wN3VFyd3G U W 6F IyTSTI-e23Katgme8pU LKInzzPT9_wjFmY6vBlh 7CrIZgySXBN 13-6-3 13111-4411 18-8-1 } 23-0-0 } 24-7-3 4-0-5 0-5-8 4-8-6 4-3-15 1-7-3 13-11-11 4-11-6 5x12 = { 23-0-0 9-0.5 Scale = 1:43.4 Iv 4 4 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 [5:0-6-0,0-1-5] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.75 BC 0.75 WB 0.24 Matrix-SH DEFL. in (loc) l/defl Lid Verl(LL) -0.20 9-11 >999 240 Vert(CT) -0.34 7-9 >799 180 Horz(CT) 0.11 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 87 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1293/0-5-8, 7=1293/0-5-8 Max Horz 2=-52(LC 11) Max Uplift 2=-139(LC 10), 7=-139(LC 11) Max Gray 2=1761(LC 29), 7=1761(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3147/295, 3-4=-2601/259, 4-5=-2315/262, 5-6=-2600/259, 6-7=-3147/295 BOT CHORD 2-11=-267/2785, 9-11=-171/2315, 7-9=-216/2785 WEBS 3-11=-489/163, 4-11=0/280, 5-9=0/280, 6-9=-489/163 Structural wood sheathing directly applied or 2-2-3 oc purlins, except 2-0-0 oc purlins (2-11-12 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp,: Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=139, 7=139. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320 Ib down and 100 Ib up at 9-6-7, 53 Ib down and 36 Ib up at 10-0-12, 74 Ib down and 47 Ib up at 11-6-0, and 53 Ib down and 36 Ib up at 12-11-4, and 320 lb down and 100 Ib up at 13-5-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-16 October 17,2019 iigntinued onaoe 2 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 ray. 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 most verify the applicability of design parameters and properly incorporate thisdesign 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 10 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/TP11 Quality Criteria, DSB-Big and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kbug Circle Carona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798090 2069487 CO2 CALIFORNIA 1 1 Job Reference (optional) Builders F ISource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=-188 15=-8(F) 17=-8(F) 18=-188 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:54 2019 Page 2 I D:oaY)ZEK7wN 3VFyd3G U W 6F IyTSTI-e23Katg me8pUL KI nzzPT9_wjFmY6vB Ih? CrIZg ySXBN t4rARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 1€ ,03/2015 BEFORE USE. Oesign 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/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798091 2069487 CO3 COMMON 3 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-7-3 6-0-7 1-7.3 i 6-0-7 3x6 = Arlington, WA - 98223, 7-10-5 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:56 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6F IyTSTI-aRB4?Zh0A13CaevA4ORxEP?5MaGEN74_T WKPeYySXBL 11-6-0 16-11-9 23-0-0 I 24-7-3 5-5-9 5-5-9 6-0-7 1-7-3 3x4 = 4x6 = 4 3x6 = 15-1-11 3x4 = 23-0-0 3x6 = 7-10-5 7-3-7 7-10-5 Scale = 1:42.0 Iq LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.52 Lumber DOL 1.15 BC 0.51 Rep Stress Incr YES WB 0.12 Code IRC2015/TP12014 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.10 2-10 >999 240 Vert(CT) -0.21 2-10 >999 180 Horz(CT) 0.06 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 81 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1097/0-5-8, 6=1097/0-5-8 Max Horz 2=-65(LC 11) Max Uplift 2=-51(LC 10), 6=-51(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1880/63, 3-4=-1630/61, 4-5=-1630/62, 5-6=-1880/64 BOT CHORD 2-10=-61/1650, 8-10=0/1113, 6-8=0/1650 WEBS 4-8=-26/594, 5-8=-439/116, 4-10=-26/594, 3-10=-439/116 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 wit 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) 2, 6. • October 17,2019 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 truss systems, see ANSI?Pl1 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 Laurens House K6798092 2069487 DO1 COMMON SUPPORTED GAB 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-6-0 1-6-0 4x4 = 5 7-3-0 Arlington, WA - 98223, 7-3-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:57 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6FIyTSTI-3dISDviex3B3CoUMe6yAncYKO_iQ6aS7hA4yA?ySXBK 14-6-0 16-0-0 7-3-0 8.00 12 3x6 = 14 13 12 11 10 3x6 = 14-6-0 14-6-0 1-6-0 Scale = 1:32.9 Plate Offsets (X,Y)-- 12:0-3-9,0-1-8],18:0-3-9,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI. TC 0.27 BC 0.13 WB 0.05 Matrix-SH DEFL. in (loc) 1/deft L/d Vert(LL) 0.01 9 n/r 180 Vert(CT) 0.00 9 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 60 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-6-0. (Ib) - Max Horz 2=103(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 12, 13, 14, 11, 10 except 2=284(LC 14), 8=284(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. October 17,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03r2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters aol properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord member> 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/TP11 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 (My Ply Laurens House K6798093 2069487 D02 COMMON 3 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-6-0 1-6-0 Arlington, WA - 98223, 7-3-0 7-3-0 7-3-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:04:58 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FIyTSTI-XpIgQFjHiMJwgx3YCpTPJq5Ph0 Er1bHwgpVRySXBJ 14-6-0 16-0-0 { 7-3-0 1.6-0 4x6 = 14-6-0 7-3-0 7-3-0 Scale = 1:33.3 Plate Offsets (X,Y)-- [2:0-3-90-1-81,[4:0-3-9,0-1-8 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI. TC 0.66 BC 0.41 WB 0.06 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-6 >999 240 Vert(CT) -0.12 2-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=725/0-5-8, 4=725/0-5-8 Max Horz 2=103(LC 7) Max Uplift 2=-33(LC 8), 4=-33(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-729/44, 3-4=-729/44 BOT CHORD 2-6=0/481, 4-6=0/481 WEBS 3-6=0/306 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 2, 4. October 17,2019 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 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/7PI1 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 Laurens House K6798094 2069487 D03 Common Girder 1 e� Job Reference (optional) Builde urce {Arlington, WA), 4x Arlin 3-11-7 3-11-7 3-11-7 A 8.00 12 223, 3x8 8,240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:00 2019 Page 1 ID:oaY)ZEK7wN3VFyd3GUW6FIyTSTI-TCQbrx XE_ae3FCxJEVIOFArkBgPJprZN8IcnJySXBH 7-3-0 10-6-9 14-6-0 3-3-9 3-3-9 3-11-7 4x6 II 3x8 4 8 10 7 11 12 6 3x10 II 8x8 = 3x10 II 7-3-0 10-6-9 13 14-60 Scale: 3/8"=1' 14 4x8 = 3-11-7 Plate Offsets (X,Y)_ ]1:0-4-0,0.1.9), [5:0-4-040-1-9], [7:0-4-0,0-5-4] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 3-3-9 CSI. TC 0.31 BC 0.43 WB 0.52 Matrix-SH 3-3-9 DEFL. in (loc) 1/defl Lid Vert(LL) -0.07 7 >999 240 Vert(CT) -0.11 7-8 >999 180 Horz(CT) 0.02 5 n/a n/a 3-11-7 PLATES GRIP MT20 185/148 Weight: 160 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF No.2 REACTIONS. (lb/size) 1=4629/0-5-8, 5=5537/0-5-8 Max Horz 1=-84(LC 21) Max Uplift 1=-121(LC 8), 5=-142(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6690/182, 2-3=-4782/164, 3-4=-4783/164, 4-5=-6656/182 BOT CHORD 1-8=-162/5486, 7 8=-162/5486, 6-7=-111/5459, 5.6=-111/5459 WEBS 3-7=-136/4986, 4-7=-1925/115, 4-6=-29/2022, 2-7=-1959/115, 2-8=-29/2064 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-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 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDI_=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=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) except (jt=lb) 1=121, 5=142. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1279 Ib down and 41 Ib up at 2-0-12, 1279 Ib down and 41 Ib up at 3-11-4, 1279 Ib down and 41 Ib up at 5-11-4, 1279 Ib down and 41 Ib up at 7-11-4, 1279 Ib down and 41 Ib up at 9-11-4, and 1279 Ib down and 41 Ib up at 11-11-4, and 1284 Ib down and 36 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 1-5=-16 ontinued nn rtaoe 2 October 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!-T473 rev- 16r03/2015 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 ANSUTPII Quality Criteria, DSB-59 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798094 2069487 003 Common Girder 1 Job Reference (optional) Builders First Sour ce (Arlington, WA), A ington A - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:00 2019 Page 2 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-TCQbniIXE_ae3FCxJEVtOFArkBgPJprZN8lcnJySXBH LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-1279(F) 9=-1279(F) 10=-1279(F) 11=-1279(F) 12=-1279(F) 13=-1279(F) 14=-1284(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 16'03r2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters Shown, and is for an individual bwllding 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/TPII Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798095 2069487 E01 COMMON SUPPORTED GAB 1 1 Job Reference (optional) Builde FirsiSource (Arlington, WA), -1-6-0 1-6-0 Arlington, WA - 98223, 7-0-0 7-0-0 8.00 112 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:02 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6F IyTSTI-PaYLGcmnlbgMJZMJRfYLUgFBI?PGnrmsrSnjrCySXBF 14-0-0 15-6-0 7-0-0 1-6-0 4x4 = 5 A1111 g hw N FC i ��ii+iai i ?w+s+si a#s.1 a: "ifX•IcK i OAT, i+i+a I. I•I*1. ��D1i i . •10: � I•I•XYw+ifa Ew.1. $?iili+iI:VI,, ot Y r a 3x6 = 14 13 12 14-0-0 11 10 3x6 = 14-0-0 Scale: 3/8'=1' Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 [2:0-3-9,0-1-8],[8:0-3-9,0-1-8] SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.27 BC 0.15 WB 0.05 Matrix-SH DEFL. in (loc) 1/defl Vert(LL) 0.01 9 n/r Vert(CT) 0.00 9 n/r Horz(CT) 0.00 8 n/a Lid 180 120 n/a PLATES GRIP MT20 185/148 Weight: 57 lb FT = 20% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-100(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 12, 13, 14, 11, 10 except 2=285(LC 14), 8=2 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. C 14) NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 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 ANSlfTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1_10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. October 17,2019 ARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 1W01/2 H5 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 verity the applicability of design parameters and property 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 ANSIITP11 Quality Criteria, DSB•81 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Laurens House K6798096 2069487 E02 COMMON 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-6-0 1-6-0 Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:03 2019 Page 1 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-tn6jTynPWvyCwjxW?M3a0toHPOhtW11046XGOeySXBE 7-0-0 14-0-0 I 15-6-0 7-0-0 7-0-0 1-6-0 7-0-0 7-0-0 4x6 = 14-0-0 7-0-0 Scale: 3/8"=1' Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-3-9,0-1-8], [4:0-3-9,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=703/0-5-8, 4=703/0-5.8 Max Horz 2=100(LC 7) Max Uplift 2=-33(LC 8), 4=-33(LC 9) CSI. TC 0.60 BC 0.38 WB 0.06 Matrix-SH DEFL. in (hoc) 1/deft L/d Vert(LL) -0.05 4-6 >999 240 Vert(CT) -0,10 4-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 46 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-700/42, 3-4=-700/42 BOT CHORD 2-6=0/460, 4-6=0/460 WEBS 3-6=0/294 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp,; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 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) 2, 4. October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03r2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design i5 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-f9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. el( 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798097 2069487 E03 COMMON 2 1 Job Reference (optional) Build First gton, WA), -1-6-0 1-6-0 Arlington, H A 223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:05 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FIyTSTI-g9EUueog2WCwA05u6n525Itc 1 CMW_CMJXQONSXySXBC 7-0-0 14-0-0 7-0-0 7-0-0 7-0-0 7-0-0 4x6 3 14-0-0 7-0-0 Scale = 1:31.6 Plate Offsets (X,Y)-- [2:0.3-9,0-1-8],14:0.3.9,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0,65 BC 0.50 WB 0.06 Matrix-SH LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 4=575/0-5-8, 2=711/0-5-8 Max Horz 2=95(LC 7) Max Uplift 4.-11(LC 9), 2=-33(LC 8) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 4-5 >999 240 Vert(CT) -0.14 4-5 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 44 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-719/47, 3-4=-715/43 BOT CHORD 2-5=0/476, 4-5=0/476 WEBS 3-5=0/298 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); CategoryII; Exp B; Fully Exp.; Ct=1,10 3) This truss has been designed for greater of min roof five load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 4, 2. October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev, 1Q'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 verity 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. MTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798098 2069487 F01 COMMON STRUCTURAL GA 1 1 Job Reference (optional) Builders Fi Source (Arlington, WA), Arlington, WA - 98223, -1-6-0 1-6-0 8.240 s Jul 14 2019 MiTek Incuslries, Inc. Thu Oct 17 11:05:06 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6FIyTSTI-IMns5_plpgKnnAg5gVcHeWQsacoBjf5Sm4lx_zySXBB 3-3-0 6-6-0 1 8-0-0 3-3-0 3-3-0 1-6-0 4x4 = 3 3-3-0 6-6-0 3-3-0 3-3-0 Scale = 1:20.5 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015fTP12014 CSI. TC 0.35 BC 0.09 WB 0.03 Matrix-P DEFL. in (loc) 1/defl Lid Vert(LL) -0.00 2-6 >999 240 Vert(CT) -0,01 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=382/0-3-8, 4=382/0-3-8 Max Horz 2=56(LC 7) Max Uplift 2=-28(LC 8), 4=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-266/3, 34=-266/3 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=258; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 2, 4. October 17,2019 WARNING - Verily design pat ere and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE Mll-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 miss 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. Job Truss Truss Type Qty Ply Laurens House K6798099 2069487 F02 COMMON 1 1 Job Reference (optional) Build FirstSource (Arlington, WA), Arlington, WA - 98223, -1-6-0 1-6-0 8.00 12 8.240 s Jul 14 2019 MITek Industries, Inc. Thu Oct 17 11:05:08 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6F IyTSTI-EkvcWgrYLRaV 1 UpTnvfljxVC3PTf BZbIDOE13sySX89 3-3-0 1 6-6-0 8-0-0 3-3-0 3-3-0 1-6-0 4x4 = 3 6 2x4 II 3x4 = 3x4 = 3-3-0 6-6-0 3-3-0 3-3-0 Scale = 1:20.5 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CS!. TC 0.35 BC 0.09 WB 0.03 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2-6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=382/0-3-8, 4=382/0-3-8 Max Horz 2=56(LC 7) Max Uplift 2=-28(LC 8), 4=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-266/3, 3-4=-266/3 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 2, 4. October 17,2019 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 tnrss 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798100 2069487 F03 COMMON 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-6-0 1-6-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:08 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-EkvcWgrYLRaV1UpTnviljxVCNPS4BZpIDOE13sySXB9 3-3-0 5-5-8 3-3-0 2-2-8 3-3-0 3-3-0 4x4 = 5-5-8 2-2-8 Scale = 1:20.5 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-0-3,0-0-0] LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.33 BC 0.19 WB 0.01 Matrix-SH DEFL. in (loc) Ud Vert(LL) 0.01 2-7 >999 240 Vert(CT) -0.01 2-7 >999 180 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 20% REACTIONS. (lb/size) 2=351/0-3-8, 6=202/Mechanical Max Horz 2=59(LC 5) Max Uplift 2=-29(LC 8) FORCES. (14) - Max. Comp./Max. Ten, -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CFIORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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. A WARNING. Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE at11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekw connectors. This design is based only upon parameters shown, and is tor 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/TRH Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. October 17,20 9 MI Mffek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798101 2069487 HRC CORNER RAFTER 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -2-5-5 2-5-5 Arlington, WA - 98223, 7A-3 7-4-3 7-4-3 8,240 s Jul 14 2019 MiTek Industnes, Inc. Thu Oct 17 11:05:09 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-ixT?kOsA6liMee0gLdA_G82L6poHw0EuS2_bblySXB8 7,7 11-4-11 13-4-5 0-3- 3-9-5 1-11-10 7-4-3 Scale = 1:29.8 0 Plate Offsets X Y 2:0-2- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015fTPI2014 CSI. TC 0.48 BC 0.00 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Vert(LL) -0.07 2-4 >999 Vert(CT) -0.10 2-4 >882 Horz(CT) -0.01 4 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 2=459/0-8-6, 4=349/0-2-13, 5=318/0-2-13 Max Horz 2=159(LC 6) Max Uplift 2=-100(LC 6), 4=-123(LC 10), 5=-75(LC 6) Max Grav 2=459(LC 1), 4=378(LC 16), 5=451(LC 16) 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 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) 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, 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except ljt=lb) 2=100, 4=123. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 Ib down and 8 Ib up at 2-3-7, 23 Ib down and 16 Ib up at 3-8-5, 53 Ib down and 27 Ib up at 4-7-12, and 76 Ib down and 56 Ib up at 7-0-1, and 38 Ib down and 7 Ib up at 9-4-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70 Concentrated Loads (Ib) Vert: 3=-20(B) October 17,20 9 WARNING Verify design parameters and READ NOTES ON PI IS AND INCLUDED MITER REFERENCE PAGE W4473 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 member:, 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798102 2069487 HRJ1 CORNER RAFTER 1 Job Reference (optional) Builders FirstSource (Arlington, WA), A 0 k -2-5-13 2-5-13 Arlington, WA - 98223, 2 3x4 4x6 5 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:11 2019 Page 1 ID:oarj.ZEK7wN3VFyd3GUW6FlyTSTI-eJbl9htQeMy4uxY2T2CTLZ7ivdVV10wkByMThgBySXB6 6-7-12 10-11-3 6-7-12 4-3-7 3x4 6-7-12 6-7-12 4 Scale = 1:26,4 Plate Offsets (X,Y)-- 2:0-2-8,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.37 BC 0.00 WB 0.00 Matrix-P DEFL. in (loc) 1/dell L/d Vert(LL) -0.06 3-4 >840 240 Vert(CT) -0.08 3-4 >635 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E *Except* TOP CHORD 2-3: 2x4 DF No.2 BOT CHORD REACTIONS. (lb/size) 4=163/Mechanical, 2=421/0-10-8, 3=359/0-1-11 Max Horz 2=117(LC 30) Max Uplift 4=-55(LC 6), 2=-119(LC 6), 3=-115(LC 10) Max Grav 4=199(LC 16), 2=425(LC 16), 3=428(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 2=119, 3=115. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 92 Ib up at 2-2-15, 50 Ib down and 27 Ib up at 4-5-8, 48 Ib down and 21 Ib up at 4-5-12, and 29 Ib down and 12 Ib up at 8-11-2, and 79 Ib down and 62 Ib up at 8-11-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniforrn Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 5=26(F) 8=-35(F) October 17,20 9 {." A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 8111-7413 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI • MiTek* 250 Klug Circle Corona, CA 92080 • Job Truss Truss Type Qty Ply Laurens House K6798103 2069487 HRJ2 RAFTER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -2-5-13 Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:12 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-6W97M 1 u3Pg4xV57E01jiunggD1s_7N_K80CFCdySXB5 8-3-5 2-5-13 8-3-5 3x6 8-3-5 8-3-5 { Scale = 1:20.2 0 Plate Offsets (X,Y)-- [2:0-1-7,Edge LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.53 BC 0.00 WB 0.00 Matrix-SH DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.14 2-3 >703 240 MT20 220/195 Vert(CT) -0.19 2-3 >534 180 Horz(CT) -0.00 3 n/a n/a Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E "Except" 2-3: 2x4 DF No.2 REACTIONS. (lb/size) 3=281/Mechanical, 2=490/0-10-8 Max Horz 2=91(LC6) Max Uplift 3=-92(LC 10), 2=-134(LC 6) Max Gray 3=338(LC 16), 2=514(LC 16) 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 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=134. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 10 Ib up at 2-2-15, 38 Ib down and 21 Ib up at 4-5-8, and 49 Ib down and 30 Ib up at 4-5-12, and 65 Ib down and 49 Ib up at 6-8-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (Ib) Vert: 7=-17(B) October 17,2019 A WARNING - Verily 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 i5 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 onjury and property damage. For general guidance regarding Ole fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Mir MaA l ek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Laurens House K6798104 2069487 HRJ3 RAFTER 1 1 Job Reference (optional) Builders FirstSource (Adington, WA) Arlington, WA - 98223, -2-3-0 2-3-0 2 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:12 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FIyTSTI-6W97M 1 u3Pg4xV57E01jiunguW1s_7N_K80CFCdySX65 2-8-7 2-8-7 5.86 3x6 \\ 4 3x4 2-8-7 3x4 2-8-7 Scale = 1:13.7 Plate Offsets (X,Y)-- LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-2-8,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.32 BC 0.00 WB 0.00 Matrix-P DEFL. in (roc) I/deft Lid Vert(LL) 0.00 2-3 >999 240 Vert(CT) 0.00 2-3 >999 180 Horz(CT) -0.00 3 nia n/a PLATES GRIP MT20 220/195 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 REACTIONS. (lb/size) 3=38/Mechanical, 2=308/0-7-0 Max Horz 2=56(LC 10) Max Uplift 3=-14(LC 10), 2=-55(LC 10) Max Gray 3=50(LC 16), 2=313(LC 16) 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 2-8-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/I-PI 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) 3, 2. October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev, 11 0' 3r2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design, is based only upon parameters shown, and is for an individual Iwilding component. not a truss system. Before use, the building designer must verity the applicability of design parameters ano 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 ANSITTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798105 2069487 J02 Jack -Open 5 1 Job Reference (optional) Builders FirstSou Arlington, WA), 2 Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:13 2019 Page 1 I D:oaYjZE K7wN3VFyd3G U W6FlyTST I-biiVZNvhAzCo7Fi RaTExQ_DyPQ3wsgkU Ngyok3ySXB4 6-5-8 7-5-8 6-5-8 1-0-0 7-5-8 7-5-8 Scale = 1:17.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 CST. Plate Grip DOL 1.15 TC 0.76 Lumber DOL 1,15 BC 0,59 Rep Stress Incr YES WB 0.03 Code IRC2015ITPI2014 Matrix-P DEFL. in (loc) I/dell Ud Vert(LL) -0.18 2-6 >491 240 Vert(CT) -0.31 2-6 >275 180 Horz(CT) 0,00 4 n/a n/a PLATES GRIP M720 185/148 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 4=66/Mechanical, 2=488/0-5-8, 5=218/Mechanical Max Horz 2=92(LC 6) Max Uplift 2=-74(LC 6), 5=-06(LC 10) Max Grav 4=134(LC 5), 2=509(LC 17), 5=265(LC 17) 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 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. October 17,2019 WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10'03/2013 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, Ole building designer must verity 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 10 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek' 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798106 2069487 J03 Jack -Partial Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -2-0-0 Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:14 2019 Page 1 I D:oaYjZEK7wN3VFyd3GU W6FIyTSTI-3uGunjvJxHLflPHd8AmAzCI8DgONbHUdbJhM GWySXB3 2-1-9 3-10-5 2-0-0 2-1-9 4.00 112 5 3x4 = 1-8-13 6 7 7-5-8 8 4 7-5-8 Scale = 1:18.0 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CS!. TC 0.69 BC 0.58 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.17 2-4 >505 240 Vert(CT) -0.31 2-4 >280 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=76/Mechanical, 2=387/0-5-8, 4=57/Mechanical Max Horz 2=59(LC 6) Max Uplift 3=-48(LC 16), 2=-61(LC 6) Max Gray 3=94(LC 17), 2=444(LC 16), 4=129(LC 5) 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 3-10-5 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 Ib down at 2-0-12, and 5 Ib down at 4-0-12, and 5 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 October 17,2019 A WARNING - Verify design parameters end 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/T?P11 Qualify Criteria, D5B-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 92860 Job Truss Truss Type Qty Ply Laurens House K6798107 2069487 J04 Jack -Open Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 8.00 112 2 Arlington, WA - 98223, 0-11-3 0-11-3 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:15 2019 Page 1 ID:oaYjZEK7wN3VFyd3G U W6FIyTSTI-X5gG_3wxibTW MZspiuH PVPI RPEgiKkjngzRvpyySXB2 5-0-0 5-0-0 Scale = 1:11.6 16:'? LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.25 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.07 2-4 >877 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 9 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=-13/Mechanical, 2=187/0-5-8, 4=40/Mechanical Max Horz 2=33(LC 8) Max Uplift 3=-67(LC 14), 2=-1(LC 8) Max Gray 3=5(LC 4), 2=249(LC 14), 4=89(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 0-11-3 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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) 3, 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 7 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 6=-1(B) October 17,2019 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 truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MN MN Mill MiTek' 250 Klug Circle Corona, CA 92880 • Job Truss Truss Type iQty Ply Laurens House I K6798108 2069487 JO5 Jack -Open 11 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 Arlington, WA - 98223, 1-11-3 1-0-0 1-11-3 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:15 2019 Page 1 ID:oaYjZEK7wN3VFyd3G U W6F IyTSTI-X5gG_3wxibTW MZspiuH PVPI RiEg4KkjngzRvpyySXB2 5-0-0 4 5-0-0 Scale: 1"=1' LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.13 BC 0.23 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.07 2-4 >882 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 3=45/Mechanical, 2=198/0-5-8, 4=39/Mechanical Max Horz 2=51(LC 8) Max Uplift 3=-22(LC 8) Max Gray 3=46(LC 16), 2=218(LC 14), 4=88(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 1-11-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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 jcint(s) 3. October 17,2019 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 truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111111 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798109 2069487 J06 Roof Special 1 1 Job Reference (optional) Builde Fi A 1 1 Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:16 2019 Page 1 I D:oaYjZE K7wN3VFyd3G U W6F I yTST I-?HOeCPxZSu bM_i ROFboe2dgbWeCT39gw3dAS LOySXB 1 2-8-6 11- 5-0-0 2-8-6 2-1 2-0-13 2-8-6 2-8-6 4x6 \\ 5-0-0 2-3-10 Scale = 1:15.1 Plate Offsets (X,Y)-- [3:0-3-0,0-1-13] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI, TC 0.25 BC 0.09 WB 0.07 Matrix-P DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 6 >999 240 Vert(CT) -0.01 6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 5=494/Mechanical, 2=446/0-5-8 Max Horz 2=55(LC 5) Max Uplift 5=-107(LC 9), 2=-74(LC 8) Max Gray 5=497(LC 20), 2=446(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-469/88 BOT CHORD 2-6=-89/340, 5-6=-93/337 WEBS 3-5=-449/108 BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs nonconcurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord five 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=Ib) 5=107. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 332 Ib down and 144 Ib up at 2-10-2, and 201 Ib down and 89 Ib up at 4-0-12 on top chord, The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 3=-272 7=-184 October 17,2019 [� WARNING • Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITFI( REFERENCE PAGE Mll-7473 rev. 10/03y2015 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!TPH 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 Laurens House K6798110 2069487 J07 Jack -Open 1 1 Job Reference (optional) Builders FirstSource lington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:17 2019 Page 1 I D:oaYjZEK7wN3VFyd3G U W6F IyTSTI-TTy0PIyBDCjDcs?CpIJlbgNm62W8odD41Hw0lgySXBO 3-11-3 3-11-3 4-11-8 4-11-8 4 Scale = 1:18.6 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.20 BC 0.19 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.03 2-4 >999 240 Vert(CT) -0.05 2-4 >999 180 Horz(CT) -0.00 3 n/a Na PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=113/Mechanical, 2=264/0-5-8, 4=36/Mechanical Max Horz 2=87(LC 8) Max Uplift 3=-51(LC 8) Max Gray 3=113(LC 1), 2=264(LC 1), 4=81(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 3-11-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 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) 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) 3. October 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt.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 verity 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 ANS /TPI1 Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Krug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798111 2069487 J08 Jack -Open 2 1 JonceoIonal Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Jul 14 2019 MiTek Indastnes, Inc. Thu Oct 17 11:05:18 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-x1W0d5zp_VVr4D0a0N0q672wv4Rs7X4TDMOZPHySXB? 4-11-8 4-11-8 4-11-8 4-11-8 Scale .1:22.0 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.38 BC 0.21 WB 0.00 Matrix-P DEFL. in (loc) Vert(LL) -0.03 2-4 >999 Vert(CT) -0.06 2-4 >999 Horz(CT) -0,00 3 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=152/Mechanical, 2=298/0-5-8, 4=37/Mechanical Max Horz 2=106(LC 8) Max Uplift 3=-66(LC 8) Max Grav 3=152(LC 1), 2=298(LC 1), 4=84(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 4-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp,; Ct=1 10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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) 3. October 17,2019 WARNING - Verify design peremeters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 901.7473 rev. 10103/2011 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters grown, 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type City Ply Laurens House K6798112 2069487 J09 JACK -OPEN 2 1 Job Reference (optional) Builders FirstSource (A A), -1-0-0 1-0-0 Arlington, WA - 98223, 1-2-1 1-2-1 1-2-1 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:19 2019 Page 1 I D:oaYjZEK7wN3VFyd 3G U W6F IyTSTI-Ps4ngQzSlpzxrA9bxjLLgFS7irDOGXj MIbP7yjySXB_ Scale = 1:9.7 4-0-0 1-2-1 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0.13 BC 0.14 WB 0.00 Matrix-P LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=5/Mechanical, 2=178/0.5-8, 4=31/Mechanical Max Horz 2=37(LC 8) Max Uplift 3=-48(LC 14), 2=-4(LC 8) Max Gray 3=7(LC 4), 2=227(LC 14), 4=70(LC 3) 2-9-15 DEFL. in (loc) I/deb L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.03 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% 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 1-2-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25A psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psi 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) 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) 3, 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 October 17,2019 WARMING • Verify design perimeter, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 nv. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0r 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/TM Quality Criteria, DSB•t9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Mug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6796113 2069487 J10 JACK -OPEN 2 1 Job Reference (optional) Builders FirstSou Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:21 2019 Page 1 1D:oaYjZEK7wN3VFyd3GU W6FIyTSTI-MEBXF6?aHRDf4UJz280pIgYTMfv6kRDICvuD?cySXAy 2-5-1 2.5-1 2-5-1 4-0-0 2-5-1 1-6-15 ) c) 0 Scale = 1:13.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.18 BC 0.13 WB 0.00 Matrix-P DEFL. in (loc) l/defl Ud Verl(LL) -0.01 2-4 >999 240 Vert(CT) -0,02 2-4 >999 180 Horz(CT) -0.00 3 nia n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=50/Mechanical, 2=215/0-5-8, 4=30/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-28(LC 8), 2=-2(LC 8) Max Gray 3=51(LC 16), 2=241(LC 14), 4=67(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 2-5-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 limes flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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) 3, 2. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlf7473 rev, 10'03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design i5 based only upon parameters strewn, 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?PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. October 17,2019 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798114 2669487 J i l JACK -OPEN 2 1 Job Reference (optional) Builders Fi ource (Arlington A), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:22 2019 Page 1 ID:oaY)ZEK7wN3VFyd3GU W6FIyTSTI-gRivSSOK2kL Widu9csv2lu4eD3FLTuSpRZdnX2ySXAx 3-8-1 3-8-1 3-8-1 3-8-1 p-0-0I 03-15 Scale = 1:17.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.18 BC 0.13 WB 0.00 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0,00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=103/Mechanical, 2=250/0-5-8, 4=30/Mechanical Max Horz 2=83(LC 8) Max Uplift 3=-47(LC 8), 2=-2(LC 8) Max Gray 3=103(LC 1), 2=250(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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) 3, 2. October 17,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MU•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 verity 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?PI1 Quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Laurens House K6798115 2069487 J12 JACK -OPEN 2 1 Job Reference (optional) Builders Firs Source (Arlington A) Arlington, WA - 98223, -1-0-0 1-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015)TP12014 CSI, TC 0.23 BC 0.13 WB 0,00 Matrix-P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:22 2019 Page 1 I D:oaYjZEK7wN3VFyd3G U W 6 F I yTST I-gRIvSS0 K2kL W idu9csv2lu4dN3FLTuSpRZdnX2ySXAx 4-0-0 I 4-11-1 { 4-0-0 0-11-1 Scale = 1:22.0 4-0-0 4-0-0 DEFL. in (loc) I/deft L/d Vert(LL) -0,01 2-5 >999 240 Vert(CT) -0.02 2-5 >999 180 Horz(CT) -0,00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=106(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=264(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 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0pst; 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3, 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev, 1€V03/20I5 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/PH 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 Laurens House K6798116 2069487 J13 JACK -OPEN 2 1 Job Reference (optional) Builders FirstSource (Arlington, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 A), Arlington, WA 8223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:24 2019 Page 1 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-mptgt81 eaMbExx2YjGxWNIAztsxpxoy6v16ucwySXAv -1-0-0 1-0-0 3x4 = SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015)TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 4-0-0 4-0-0 8.00 [2 4-0-0 4-0-0 I 6-2-1 2-2-1 lM 0 Scale = 1:26.3 CSI. TC 0,23 BC 0.13 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-5 >999 240 Vert(CT) -0.02 2-5 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight 15 lb FT = 20% REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=129(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less atjoint(s) 4, 5, 3 except 2=264(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hos 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. October 17,2019 i WARNING - Verify design parameters and READ NOTES ON 77.11S AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10103.1201S 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 member only. Additional temporary and permanent bracing is always required for stability and 10 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 end 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 Qly Ply Laurens House K6798117 2069487 J14 JACK -OPEN 1 1 Job Reference (optional) Builders First ou Arlington, WA), Arlington, WA - 98223, i -1-0-0 1-0-0 3x4 = 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 17 11:05:25 2019 Page 1 I D:oaYjZE K7wN3VFyd3GU W6F I yTSTI-E0R25U 2DLfj5Z5dkH_SIvWi8dG H2gFCF 7XsR8NySXAu 4-0-0 7-0-14 4-0-0 ( 3-0-14 8.00 ITIT 4-0-0 4-0-0 6 Scale = 1:29.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 LUMBER. TOP CHORD BOT CHORD SPACING- 2.0.0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0,23 BC 0.13 WB 0,00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8, 4=0-1.8. (Ib) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 3, 4 Max Gray All reactions 250 lb or less at joint(s) 5, 6, 3, 4 except 2=264(LC 1) FORCES- (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct=1,.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. October 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1*4012015 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 10 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 ANSJ/TPl1 Quality Criteria, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. MTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798118 2069487 J15 MONOPITCH STRUCTURAL 1 1 { Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-6-0 1-6-0 2 3x4 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:26 2019 Page 1 ID:oaY'ZE K7wN 3V Fyd3G U W6F IyTSTI-iC?Q lg3r6zryBFCxrhz_SjF94gX W PiSOM Bb_hpySXAt 6-11-8 6-11-8 6-11-8 2x4 II 2x4 II 3 4 6 5 2x4 11 6-11-8 Scale = 1:17.3 LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TP12014 CSI. TC 0.89 BC 0.43 WB 0.00 Matrix-P DEFL. in (hoc) I/deft L/d Vert(LL) -0.12 2-6 >666 240 Vert(CT) -0.21 2-6 >370 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HE No.2 REACTIONS. (lb/size) 6=291/Mechanical, 2=411/0-3-8 Max Horz 2=77(LC 7) Max Uplift 6=-24(LC 10), 2=-61(LC 6) Max Gray 6=337(LC 17), 2=425(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-6=-281/58 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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/II-PI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0-0 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. October 17,20'19 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1W03 2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based oNy 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 ANSITTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. R{ 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Laurens House K6798119 2069487 J16 MONOPITCH 7 1 Job Reference (opional) Builders FirsiSour n. WA -1-6-0 Arlington A 223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:27 2019 Page 1 ID:oaYjZE K7wN3VFyd3GU W6FIyTSTI-AOZoW94TIGzppPm7PPUD_xoJp41189iYbrLYDFySXAs 6-'11-8 1-6-0 3x4 6-11-8 2x4 I I 3 4 5 2x4 II 6-11-8 Scale = 1:17.3 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI. TC 0,89 BC 0,43 WB 0,00 Matrix-P DEFL. in (loc) 1/defi Ud Vert(LL) -0.12 2-6 >666 240 Vert(CT) -0.21 2-6 >370 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/14-8 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 6=291/Mechanical, 2=411/0-3-8 Max Horz 2=77(LC 7) Max Uplift 6=-24(LC 10), 2=-61(LC 6) Max Gray 6=337(LC 17), 2=425(LC 17) FORCES, (Ib) - Max. Comp./Max. Ten. - AU forces 250 (Ib) or less except when shown. TOP CHORD 3-6=-281/58 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Flat roof snow); Category II; Exp B; Fully Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO.7473 rev- 10'012015 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 verity 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/TPII Duality Criteria, DSB•89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. October 17,2019 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798120 2069487 J17 JACK -OPEN 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-6-0 1-6-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:29 2019 Page I D:oaYjZE K7wN3VFyd3G U W6F IyTSTI-eb6AjV45ea5fQYLJy60SX8KdwTJEtcxhpV451hySXAr 2-0-0 2-0-0 2-0-0 2-0-0 Scale = 1:13.9 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TPI2014 CSI. TC 0.29 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=25/Mechanical, 2=235/0-5-8, 4=16/Mechanical Max Horz 2=61(LC 8) Max Uplift 3=-54(LC 14), 2=-23(LC 8) Max Gray 3=28(LC 16), 2=294(LC 14), 4=35(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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) 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) 3, 2. WARNING -Verify design peremeters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10103/2015 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. October 17,2019 M11 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798121 2069487 J18 Jack -Open Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:30Page ID:oaYjZEK7wN3VFyd3GUW6F yTSTI-bzEx8B6L9BMNgsVi4X2wcZQ0wH?iLWR_HpZCgaySXAp 2-0-0 3x4 2-0-0 2-0-0 2-0-0 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015(TP12014 CS!. TC 0.07 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1 >999 240 Vert(CT) -0,00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 1=83/0-5-8, 2=68/Mechanical, 3=16/Mechanical Max Horz 1=38(LC 8) Max Uplift 2=-29(LC 8) Max Grav 1=83(LC 1), 2=68(LC 1), 3=35(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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. A WARNING - Verify design paremeteni and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekN 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 tniss 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA :22314. October 17,2019 mi • MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798122 2069487 SO1 JACK -OPEN Job Reference (optional) Builders FirstSource (Arlington, WA), 1 Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek IndusInes, Inc. Thu Oct 17 11:05:32 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6FlyTSTI-XMMhZt7chpc5vAf4By4Oh_VJU5hApCchlk72JuTySXAn -1-7-3 2-0-0 3-1-0 1-7-3 2-0-0 1-1-0 2-0-0 2-0-0 Scale 1:11.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015TTP12014 CSI. TC 0.32 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Ltd Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% 2x4 HE No.2 2x4 HF No.2 REACTIONS. (lb/size) 3=72/Mechanical, 2=267/0-5-8, 4=16/Mechanical Max Horz 2=51(LC 10) Max Uplift 3=-25(LC 16), 2=-34(LC 6) Max Grav 3=82(LC 17), 2=297(LC 16), 4=35(LC 5) 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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. A WARNING - 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. October 17,2019 1/11 MiTeIC 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798123 2069487 SO2 Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -2-0-0 2-0-0 2 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:33 2019 Page I D:oaYjZEK7wN3VFyd3GU W6FIyTSTI-?Yw3mD8ES6kyXKEHIfbdEC2R000PYtBQznosQvySXAm 2-0-0 1 3-10-5 2-0-0 1-10-5 2-0-0 4 2-0-0 Scale = 1:11.7 r7 q 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.50 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 185/148 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 10 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=92/Mechanical, 2=329/0-5-8, 4=16/Mechanical Max Horz 2=59(LC 6) Max Uplift 3=-29(LC 16), 2=-80(LC 6) Max Gray 3=110(LC 17), 2=365(LC 16), 4=35(LC 5) 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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. October 17,2019 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 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. M1. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798124 2069487 S03 Jack -Open 1 1 Job Reference (opitonal) Builders FirstSource (Arlington, WA), -2-0-0 2-0-0 Arlington, WA - 98223, 2-0-0 3x4 = 2-0-0 2-0-0 5 2-0-0 4.00 12 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:33 2019 Page 1 ID:oaYjZEK7wN3VFyd3GUW6F yTSTI-?Yw3mD8ES6kyXKEHIfbdEC2O1U0PYtBQznosQvySXAm 7-10-5 5-10-5 Scale = 1:19.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.65 Lumber DOL 1.15 BC 0.03 Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=96(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=403(LC 17), 3=301(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. October 17,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-1473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekN 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?PII 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 Laurens House K6798125 2069487 SO4 Jack -Open 1 1 Job Reference (optional Builde FirslSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:34 2019 Page 1 ID:oaYjZEK7wN3VFyd3GU W6FIyTSTI-TkUR_Z9sDQsp8UpTJN7snPajluMnHJQaCRXPzLySXAI 0-7-11 1-8-8 8.00 112 3x4 = 0-7-11 0-7-11 2 1-0-13 1-8-8 3 0-7-11 LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC2015/TP12014 CSI, TC 0.01 BC 0.02 WB 0.00 Matrix-P 1-0-13 DEFL. in (loc) Ildefl L/d Vert(LL) -0.00 1 >999 240 Vert(CT) -0,00 1 >999 180 Horz(CT) -0.00 2 n/a n/a Scale = 1:7.7 PLATES GRIP MT20 185/148 Weight: 3 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 1=35/0-2-0, 3=13/Mechanical, 2=21/Mechanical Max Horz 1=18(LC 8) Max Uplift 2=-15(LC 8) Max Grav 1=36(LC 3), 3=30(LC 3), 2=22(LC 15) 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 1-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1,10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. October 17,2019 WARNING - Verify design psrameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-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 verity 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TM Quality Criteria, DSB-89 and SCSI Building Component Safety Information available tram Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Laurens House K6798126 2069487 SOS Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:36 2019 Page 1 ID:oaY)ZEK7wN 3VFyd3G U W 6F I yTSTt-Q 7bC0 EA6116XOnysQo9Ksgf3ki2Fl DwIflOW 1 EySXA] 1-7-11 13 18 1-7-11 0-C-13 4x6 = 0 Scale = 1:11.2 Plate Offsets (X,Y)— [1:0-0- 11,0-0-7], [1:0-4-14,0-0-15] LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TP12014 CSI. TC 0.04 BC 0,02 WB 0.00 Matrix-P LUMBER - TOP CHORD BOT CHORD WEDGE Left: 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=13/Mechanical, 1=70/Mechanical, 2=56/Mechanical Max Horz 1=37(LC 8) Max Uplift 2=-28(LC 8) Max Gray 3=30(LC 3), 1=70(LC 1), 2=56(LC 15) DEFL. in (loc) I/defl Vert(LL) -0.00 1 >999 Vert(CT) -0.00 1 >999 Horz(CT) -0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% 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 1-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. October 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010.7/2015 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 Me 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Laurens House K6798127 2069487 S06 Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 4x6 = 1-8-8 1-8-8 1-8-8 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 17 11:05:36 2019 Page 1 ID:oaY ZEK7wN3VFyd3GU W6FIyTSTI-Q7bCOEA6116XOnysQo9Ksgf2Zi2FIDwtflO W 1 EySXAj 2-7-11 { 0-11-3 3 1-8-8 { Scale = 1:14.7 Plate Offsets (X,Y)-- [1:0-0- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 11,0-0-7], [1:0-4-14,0-0-15] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.12 BC 0.02 W B 0.00 Matrix-P DEFL. in (loc) I/deft Vert(LL) -0.00 1 >999 Vert(CT) -0.00 1 >999 Horz(CT) -0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 REACTIONS. (Ib/size) 2=90/Mechanical, 3=13/Mechanical, 1=103/Mechanical Max Horz 1=54(LC 8) Max Uplift 2=-41(LC 8) Max Gray 2=90(LC 1), 3=30(LC 3), 1=103(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 1-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. October 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03i2015 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 ANSITPII 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 Symbols PLATE LOCATION AND ORIENTATION 14_1 V Center plate on joint unless x, y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-''Va' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request, PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor 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 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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. Numbering System 6.4.8 8 dimensions shown in ft•in•sixteenths (Drawings not to scale) BOTTOM CHORD 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 NUMBERSILETTERS, PRODUCT CODE APPROVALS ICC-ES Reports; ESR-1311, ESR-1352, ESR1988 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others, ©2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 1010312015 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 alterative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced busses. 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 ANSIITPI 1. 7, Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 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 bre retardant, preservative treated, or green lumber, Camber is a nonstructural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection, . 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 pudins 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 (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria, Blocking Lest Product Qty 2x4 Vent Block 110 = Truss left end indicator. HANGER SCHEDULE QUANTITY HANGER CARRYING MEMBER CARRIED MEMBER USE 10DX1 1/2" NAILS a S NGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 19 LUS24 4-10D 2-10D 01 TJC37 6-8D 6-80 19 HUS26 14-16D -16D Builders 14 FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDI,11 Cary Lang Construction MODEL: L2-2133-3R SCALE: PROJECT Laurens House UDDIVISION Laurens House °B#' 2069487 ADORE SS : Mount Vernon, WA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY, These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss suppott Amenity including headers, beams, wells, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult ^Bracing of wood trusses" available from the MISS Plate Institute, 583 D'Onifrio Drive, Madison, WI SIM FILE Geotechnical Engineering Report Residential Development 14728 59th Ave S Tukwila, Washington P/N 3597000065 October 1, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 03 2020 City of Tukwila BUILDING DIVISION prepared for: - Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1808-T19 O54-3 RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER 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 5 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 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2, Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 and TP-2 A-2 A-3 APPENDIX B Laboratory Testing Results B-1 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 October 1, 2019 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject Geotechnical Engineering Report 14728 591h Ave S Tukwila, Washington 98168 P/N 3597000065 MGI Project P1808-T19 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 a previously developed, rectangular shaped, 0.20-acre residential parcel, located in a residential area situated between interstate 5 (I-5) and the Duwamish River in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The site trends lengthwise from east to west, extending approximately 132 feet along this orientation and ± 65.5 feet from north to south. The site currently hosts the majority of the alignment of the driveway, associated side yard and shed building, servicing the residential site immediately to the north. Topographically, the project area is relatively level, with minimal grade change being observed over its extent. Improvement plans involve the clearing/stripping/grading of the parcel, and construction of a new single-family residence within the confines of the property. Site produced stormwater will be retained onsite if feasible. Page 1 of 11 Cary Lang Construction - 14728 59'h Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on September 5, 2019. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP-1 & TP-2), advanced on September 5, 2019; • One grain -size analysis performed on a sample collected from our test pit explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location • Termination Depth feet) TP-1 TP-2 Southeast corner of the project area Northwest corner of the project area ., 8 • 8 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the Migizi Group, Inc. Page 2 of 11 Cary Lang Construction — 14728 59th Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, infiltration, and seismic conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a previously developed, rectangular shaped, 0.20-acre residential parcel, located in a residential area situated between I-5 and the Duwamish River in Tukwila, Washington. The project area is located along the east side of 59th Ave S, southeast of its intersection with S 147th St; being bound on all sides by developed residential sites. Historically, the subject property has been associated with the residential site immediately to the north, prior to a recent short -plat. This is evident, given the fact that the project area contains the majority of the gravel driveway, side yard and an ancillary shed building servicing this residence. The driveway is widened towards the center of the project area to serve as overflow parking. Portions of the project area along the south side of the aforementioned driveway are overgrown with blackberry bushes. Additional vegetation onsite consists of tall grasses and scattered maple trees. The project area is located atop the western valley wall of the Duwamish River, setback approximately 150 feet southwest of the slope break. Locally, the project area is relatively level, with minimal grade change being observed over its extent. Regionally, adjacent properties are gently -sloped, generally descending from north to south. Given the fact that there is significant grade change observed between the subject property and the residential site to the south, its apparent that fill soils were placed across the project area to level the property during initial site development. Test pit explorations indicate that 4 to 6 feet of fill soils were placed across the project area, generally increasing in thickness towards the south. No hydrologic features were observed on site such as seeps, springs, ponds and streams. 3.2 Soil Conditions Subsurface conditions were observed through the advancement of two test pit explorations across the project area; one towards the southeast corner, and another towards the northwest corner. In general, underlying a surface mantle of sod and topsoil, we encountered well consolidated fill soils overlying native, recessional outwash, comprising medium dense fine to medium sand with silt and some gravel. The depth of contact between these two soil groups ranges from 4 to 6 feet below existing grade, generally increasing in depth towards the south across the project area. Fill soils consist of medium dense to dense, fine silty sand with gravel. Recessional outwash was observed through the termination of both of our test pit explorations, a maximum depth of 8 feet. 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 (USGS), the project site is mapped as containing Tpr, or the Renton Formation, which reportedly consists of arkosic and feldspathic micaceous Migizi Group, Inc. Page 3 of 11 Cary Lang Construction - 14728 59th Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 Pl 808-T19 sandstone. As indicated above, this classification varies considerably from what we encountered in our test pit explorations. We anticipate that the bedrock described above likely underlies the project area at a greater depth than we explored for this study. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface explorations which extended to a depth of 8 feet below existing grade. Given the topographic and hydrogeologic setting of the project area, we do not anticipate that groundwater will be encountered during the course of routine project excavations. Seasonally perched groundwater may be encountered at surface elevations across the project area, atop the well consolidated, low permeability fill soils which cap the site. Groundwater levels fluctuate with localized precipitation and geology. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, the site is capped with 4 to 6 feet of well consolidated, low permeability fill soils comprising gravelly silty sand. Underlying this material, native soils consist of recessional outwash, comprising fine to medium sand with silt and some gravel. Gradation results are highlighted below in Table 2, showing native soils contain primarily fine sand, with a significant fines (silt/clay) proponent. Recessional outwash deposits appear extensive enough to support stormwater retention, if desired by the Civil Engineer of Record for this project. 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 % Coarse Gravel '4, Fine Gravel % Coarse Sand % Medium. Sand % Fine Sand % Fines Do TP-2, S-1, 5.5 feet 0 4.9 3.1 13.4 67.1 11.5 -- Drainage Design Considerations In King County, generally only medium sands or better can support full infiltration. Given the fact that this soil type is not present onsite, full infiltration is not 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), employing a USDA classification of loamy sand for facility sizing. Migizi Group, Inc. Page 4 of 11 Cary Lang Construction - 14728 59'h Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 20.3-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss= 1.468 g Sms = 1.468 g SDS = 0.979 g Si = 0.549 g SMI = 0.823 g SDI = 0.549 g Using the 2015 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 1.47 g and Sa at a period of 1.0 seconds is 0.549 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 0.98 g and Sa at a period of 1.0 seconds is 0.55 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 about20 percent are most susceptible to liquefaction: Subsurface explorations performed within the confines of the project area did not encounter any saturated, loosely consolidated sandy soils, and we interpret the potential for seismically induced liquefaction to be low within the subject property. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping/grading of the parcel, and construction of a new single-family residence within the confines of the property. Site produced stormwater will be retained onsite if feasible. We offer these recommendations: Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. Foundation Options: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. Existing fill soils encountered onsite appear to be in a suitable condition to act as a bearing pad for foundation elements. 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. As with the previous section, existing fill soils appear in a suitable condition to provide slab support, and we do not foresee the need for a granular fill subbase. Recommendations for slab -on -grade floors are included in Section 4.3. Migizi Group, Inc. Page 5 o Cary Lang Construction — 14728 59'h Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 • 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 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), employing a USDA classification of loamy sand for facility sizing. • Geologic Hazards: During our site reconnaissance, advancement of subsurface explorations, and general evaluation of the proposed development, we did not observe any erosional, landslide, seismic, settlement, or other forms of geologic hazards within the subject property. Given this fact, we recommend that no buffers, setbacks, or other forms of site restraints be implemented to address these potential hazards. The following sections 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. Migizi Group, Inc. Page 6 of 11 Cary Lang Construction - 14728 59'h Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 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 explorations indicate that the organic horizon can reach thicknesses of up to 4 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we anticipate that the shallow excavations will encounter medium dense to dense fill soils consisting of gravelly silty sand. Deeper excavations will likely encounter medium dense recessional outwash comprising fine to medium sand with silt. Both soil types can be readily removed using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, 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 11/2HAV and should conform to Washington Industrial Safety and Heath Act (WISHA) regulations. Subgrade Compaction: Exposed subgra des 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. Existing Fill Soils: Extending through depths of 4 to 6 feet below existing grade, fill soils generally consist of gravelly silty sand. This material type can be adequately reused as structural fill, but should be considered moderately moisture sensitive, and care should be taken during stockpiling to prevent over -saturation. Migizi Group, Inc. Page 7 of 11 Cary Lang Construction — 14728 59t Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 • Recessional Outwash: Beneath fill soils onsite, extending through the termination of both of our explorations, we encountered recessional outwash comprising fine to medium sand with some gravel. This material type should be considered relatively impervious to moisture content variations and could be adequately reused under moist weather conditions as a structural fill. 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 21/2H: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 proposed residence if the subgrade isproperly prepared. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils or on properly compacted structural fill which bears on undisturbed medium dense or very dense native soils. Existing fill soils encountered onsite appear to be in a suitable condition to act as a bearing pad for foundation elements. 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. 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 Migizi Group, Inc. Page 8 of 11 Cary Lang Construction — 14728 59'h Ave S, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 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, 3-foot thick structural fill bearing pad, can be designed for a maximum allowable soil bearing pressure of 2,000 pounds per square foot (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 250 psf for and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residence if the subgrade is properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Structural fill subbases do not appear to be needed under soil -supported slab -on - grade floors at the site. However, the final decision regarding the need for subbases should be based on actual subgrade conditions observed at the time of construction. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). All subgrades should be vigorously surface compacted to a medium dense or denser condition before slab construction begins. Capillary Break and Vapor Barrier: To retard the upward wicking of groundwater beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 6-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Migizi Group, Inc. Page 9 of 11 Cary Lang Construction - 14728 59'h Ave 5, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 4.4 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. • 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 "dean" 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 10 of 11 Cary Lang Construction -14728 59th Ave 5, Tukwila, WA Geotechnical Engineering Report October 1, 2019 P1808-T19 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 subgrad.es 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 conditionsare 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. MCI 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 Senior Staff Geologist 10 -01 -lci James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 11 of 11 122°19.000' W 122°18.000' W hamirt amie if / /J J r 111111311111111 7ov �.^V iuerto��He 122°17.000' W 122°19.000' W 122°18.000' w 122°17,000' W TOPO! map printed on 10/01/19 from "Untitled.tpo" 122°16.000' W 122°15.000' W 122°16.000' W 122°15.000' W o s ltnf 0 IM] KEI O IOW).41T MipatudauiTOPO:t C2003\uimi Ceppli (nmcsll°piltrotaphi°-ta!°Fe 122°14.000' W 122°14.000' W WGS84122'13.000' W WGS84122°13.000' W Location 14728 59th Ave S Tukwila, WA P/N 3597000065 Job Number P1808-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 10/01/19 TEST PIT LOCATION TP-1 W - E NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONST11JTE A FIELD SURVEY BY MIGIZI. PROJECT: 14728 59th Ave S Migizi Group, Inc, Tukwila, Washington PO Box 44840 SHEET TITLE: Site and Exploration Plan Tacoma, WA 98448 253-537.9400 253-537-9401 fax www.migizigroup.com DESIGNER: JRB DRAWN BY: JRB CHECKED BY: JEB JOB NO.P1808-T19 SCALE: NTS FIGURE: 2 DATE: Oct. 1, 2019 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS LO 0 z z 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW JIB: • .4 . ' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP .. • °., °:, POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM 0 < SLTY POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES GC 44A CLAYEYrvtJREGSRAVELS, POORLY GRADED GRAVEL -SAND -CLAY 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 THAN NO. 4 SIEVE SANDS WITH SM ' ' SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC 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 CL4 INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, MAryalA.Y4LAYS, SANDY CLAYS, SILTY CLAYS, OL - -- ORGANICCLAYS AND ORGANIC SILTY CLAYS OF LOW . MH p INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS : SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS • OH ...&...._4. ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ', s, ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R-Value 14 Split Spoon SA Sieve Analysis III Pushed Shelby Tube SW Swell Test [11 Auger Cuttings TC Cyclic Triaxial 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 / Water Level at Time of Drilling PP Pocket Penetrometer Y Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 FV1IGIZI iiiii GROUP Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 CUENT Cary Lanq Construction PROJECT NAME 14728 59th Ave S Geotech PROJECT NUMBER P1808-T19 DATE STARTED 9/11/19 PROJECT LOCATION 14728 59th Ave S, Tukwila, WA COMPLETED 9/11/19 GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — EXCAVATION CONTRACTOR Client Provided 0.0 2.5 EST PITS AND 14 - CAUSER 0 0 a 0 5.0 7.5 uJ 0 wcfl —12 a_ D Z GB S-1 SM SP- SM I 0 CL 0 6.0 8.0 MATERIAL DESCRIPTION •-\ Sod and topsoil (SM) Light brown silty sand with gravel (medium dense, moist) (Fill) (SP-SM) Light brown fine to medium sand with silt and some gravel (medium dense, moist) (Recessional Outwash) No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test hole and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP-2 PAGE 1 OF 1 Figure A-3 CUENT Cary Lang Construction PROJECT NAME 14728 59th Ave S Geotech PROJECT NUMBER P1808-T19 PROJECT LOCATION 14728 59th Ave S, Tukwila, WA DATE STARTED 9/11/19 COMPLETED 9/11/19 GROUND ELEVATION EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB TEST PIT SIZE AT END OF EXCAVATION — NOTES AFTER EXCAVATION — I— — 0 0.0 i() cLo MATERIAL DESCRIPTION 2.5 5.0 7.5 BH / TP LOGS - F!GURE.GDT COPY OF GE GB S-1 1.4 SM 0.3 Sod and topsoil 4.0 (SM) Light brown silty sand with some gravel (medium dense, moist) (Fill) SP- SM 8.0 (SP-SM) Light brown fine to medium sand with silt and some gravel (medium dense, moist) (Recessional Outwash) No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test hole and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. APPENDIX B LABORATORY TESTING RESULTS 3" 1.5" 3/4" U.S. 313" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 —.—Sample Distribution 100 4 90 80 70 c 60 N N to a 50 c d 2 40 d a 30 20 10 0 1000 100 10 1 Particle Size 0.1 (mm) 0.01 0,001 MiGIZI III 11 V GROup Sample Distribution Job Name: 14728 59th Ave S Sample #: S-1 Job Number: P1808-T19 Date: 9125119 Figure: B-1 Tested By: ZLL Depth: 5.5 feet Exploration #: TP-2 STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Job No.: 08-020 Location: 1472e- 59th Avenue South Tukwila, Washington Copyright 2019, SEGA Engineers Plan L2-2133-3 September 30, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 03 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292'd PL (360) 886-1017 Black Diamond, WA 98010 On 6 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 Hoists, 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, Project L1-2133 / Structural & Civil Consulting Engineers 22939 SE 292nd EL (360) 886-1017 Black Diamond, WA 98010 Job No. 08-020 By: GAT Checked Date: 07/27/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category 11 Design Wind Speed 110 mph (Vuit) Kzt 1.00 Exposure Seismic Design Category SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engine rs / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2133 Job No. 08-020 By: GAT Checked Date: 09/30/19 Sht 2 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 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 (C, = 1.1, other surfaces) Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2x 12 ©16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential Total Floor Load 40 psf 50.4 psf DECKS DL 2 x Decking 4.3 psf 2 x 10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential Total Deck Load 60 psf 68.6 psf DL Siding 3.5 1/2" Ptywood 1.5 psf 2 x 6 @ 16"oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psf Copyright 2019, SEGA Engineers SEGA Engineers/ / Structural & Chil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 r`c_c) )(_ PROJECT JOB NO. 6 e— 0 to FIGURED BY. art, CHECKED BY DA 17t'it eiSHEEL1 OF em) k 1- 371" 42,4, Copyright 2019. SEGA Engineers SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 PROJECT L—z 3_3 JOB NO. oe Lc) FIGURED BY (360) 886-1017 • Fax (360) 886-1016 CHECKED BY C-AlA4475. /84,S1'1' I ("rtrl) (SC) PS,1r) 3 7. DATE6,14/11 SHEE'T.4,, OF ) co fxF iLcc.51c-f, , 3/10:4) 0, tor-1 ( ( - 117 Aloe) c,c? 4c(P')( c Ceo IfiaeLz, 4-0 -z ( 4 ISFJ F LILT- (ot/i4V/P1) 19-4)05. 3-1s t. 40( 1.0 Z 1( Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT Z....Z. / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 CfL (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE SHEET OF JOB NO. 03.0 FIGURED BY 6-z44111QLy fi tA 75 r M (1P1A )4 3 IL de' TiZArt 71 G 6A-416F ) /4, citpo 7.cr T- zl' pr V ID DI (4a. (4,s 4: coo xi 0 )0 /0,C s -rtit VI r LA/ .."1. 0.• frt-100,, v Z. 'clocf-A-/ / or iYi. Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT LZ SS tructructural & Civil Consulting Engineers JOB NO. © FIGURED BY 6,47 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE 011ti SHEET 3-c,2 710,) CA) tl T. 3 o c,: lit ©,(pis( 7')tg) rz �rN 27S 11,45 . 3, Q o-0 g oe E.- 0{ ©� Copyright 2411, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, WA 98010 (360) 886-1017 Project Typical Ftg JobNo. By: GAT Checked Date: 12/03/15 Square Footing Design Ftg 36 x 36 Design Parameters f', = 2,500 psi Fy = 40,000 psi b = d= Loads: CoI DL = Col LL = Floor LL = Overburden = Slab Thick. = 6.0 in - short side of column 6.0 in - long side of column 2.4 9.6 0 0.0 in 0.0 in kip (Service Load) kip (Service Load) psf (120 pcf assumed) (150 pcf assumed) Size and Footing Pressure h= 8.0In q. = 1.40 ksf Req'd Area = 8.57 ftA2 Try 2.95 ft x 2.95 ft Factored Net Soil Pressure = 2.13 ks Check for Two -Way Shear Avg d = 4.00 in Vu = 16.76 kips b. = 40.00 in (Critical Shear Perimeter) S, = 1 (Long Side/Short Side of Column) phi V, = 27.20 kips PhiVC > V OK Check for One -Way Shear V= 5.598 kips Phi V, = 12.04 kips PhiVC > Vu OK Design Reinforcement = 4.71 kip-ft 0.51 inA2 a = 0.27 in Phi Mn = 5.58 kip-ft Phi M > M„ OK As min = 0.51 inA2 OK All. q = 1,500 psf (1.2D + 1.6L) Use (3) - # 4 bars EW 0.59 inA2 Ftg. Thickness Min. Ftg. Size Reinforcement Copyright 2015, SEGA Engineers ul�`��� Engineers =�~"^==�gin==s / // Structural 6LCivil Consulting Engineers 22939SE202odPL (360)8861017 Black Diamond, WA 98010 Project 1-2-2133 Job No. 08-020 By: GAT Checked Date: 06/11/13 Sht. V LATERAL LOADS - AS0A SEISMIC Eq.121441 where. F= 1.1 SOS =110 R= 6.5 Two'GboryBui|ding Ss= 1.5 Fo= 1.00 Table 12.14-1 IN = Seismic Weight (30ft) (43ft)(16poo+ ( 2 ) (3Uft+ 43M) (4.0ft) (&5pof) = 26kipo Design Base Shear, V= (169) (58Np) E= 9.8Wp 1.4 WIND Design Wind Pressure, p,=A Ktp,30 Eq�28.6-1.Sect, 28.G.3 U'15ft 2Dft 25ft Exposure B Figure 28.6-1 Km= 1D0 SecUon2G.8 Po'm= (110) (110) (177psf) = iTJDpof (x0.6= 10.62pmq P20 = ( 1.80 ) ( 1.08) (177pao = 17.70 puf (xO.6= 10.82pef) P25= (1.0U) (i.00) (17Jpnf) = 17.70pxf (xO.8= 10.62pof) Design Base Shaer (Wind), Vm= (30ft) (10M) (177pog + (30ft) (5ft) (17Jpaf-) + (27ft) (5ft) (17Jpnq + (22 ft) (2ft) (17Jpmf)=11]x0.8 =67hipu V,,,= (55ft) (10ft) (17Jpof) + (51ft) (5ft) (177paf) + (51ft) (5#) (177pof) + (41ft) (3ft) (17Jpsf)=20/9x0]6 =12.6kips SeismicLomdsGow*mforLeteralOosign-Fmnt/Bac SEGA Engineers ; / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2133 Job No. 08-020 By: GAT Checked Date: 03/14/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 7.0 k Fx = wx V (Eq. 12.14-12) Froof = ( 26.2 ) (7.0 k) = 3.2 kip ( 57.8 ) Ffloor = ( 31.6 ) (7.0 k) = 3.8 kip ( 57.8 ) F, 7.0 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 DATEi,s�(y SHEETO OF FIGURED BY -CM. a nay •°Q 0 Ls- Z!3 ©8-dzv f TAT r i Copyright 2011, SEGA Engineers SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 PROJECT JOB NO. t z -2433 FIGURED BY (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 3,ZZu, Sufihz WA- 4- (.'_fE u' '13' ) Pc20F �z = 31Z 7u ? 14/ 4 SHE 7 /444_ -V' 4. (Et-Ei ,, r ) t 3' (2Zz_)(Lci) 004 gre DATE I SHEET OF t a Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE /PA (1 SHEET 2, OF Z—Z1S-- Z. /33 Feder - 614%er JOB NO. b 9 Ez, FIGURED BY CVO )( /o,thei"),L tr- 7 afi5 77.kco Copyright 2011, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2133 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 888-1017 • FAX 888-1018 08-020 FIGURED BY CHAT CHECKED BY DATE 09/30/19 SHEET 13 OF 13 SHEAR WALL KEY PLAN • WAS. - UDR( &U. TO 1• OLOCKNCi.' (TTP.7 FLACON urea - uteri TO TOP PLATE MAIN FLOOR A•991SQF1 GAS O A • 594 50 FT SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) I> 1/2" OSB or CDX 8d @ 6" o.c. 5/8" @ 60" o.c. Dail = 230 plf B> 1/2" OSB or CDX 8d @ 4" o.c. 5/e" @ 32" o.c. Qall = 350 plf r> IT OSB or CDX See Deta 8d @ 2" o.c. I 12/S2.0 for Construction 5/8" @ 16" o.c. Qall = 600 plf Use minimum 3x studs at all panel edges and stagger nails. Notes: 1) 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 2304.91. 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. AFTER RECORDING RETURN TO: Tukwila 6, LLC 23035 SE 263`1 Street Maple Valley, WA 98038 FACTP"m" .PRIVATE SANITARY SEWER AND UTILITY EASEMENT Reference Number of Related Document: N/A Grantor(s): Tukwila 6, LLC Additional Grantor(s) on Page N/A . Grantee(s): Tukwila 6, LLC and Tukwila Heights, LLC Additional Grantee(s) on Page N/A . Abbreviated Legal Description: Lot 5, Interurban Add to Seattle. Assessor's Property Tax Parcel or Account No.: 359700-0087 Grantor: Tukwila 6, LLC (Ownership of Lots 1 and 4) Grantees: EXCISE TAX NOT REQUIRED Tukwila 6, LLC (Ownership of Lots 1 through 4) and Tukwila Heights, LLC Parent Parcel: THAT PORTION OF TRACT 5, INTERURBAN ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 55, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE EAST LINE OF 59TH AVENUE SOUTH AND THE ADJUDICATED LINE BETWEEN TRACTS 4 AND 5 OF SAID ADDITION, SAID LINE WAS FIXED AND ESTABLISHED BY KING COUNTY SUPERIOR COURT CAUSE NO. 129565; THENCE SOUTH 01 29'40" WEST 20 FEET, ALONG THE EAST LINE OF SAID AVENUE; THENCE SOUTH 88 48'20" EAST 200 FEET, ON A LINE PARALLLEL WITH SAID ADJUCATED LINE; THENCE SOUTH 01 29'40" WEST 150 FEET; THENCE SOUTH 88 48'20" EAST 225 FEET; THENCE NORTH 01 29'40" WEST 170 FEET TO SAID ADJUCATED LINE; THENCE WEST, ALONG SAID ADJUCATED LINE, 425 TO THE POINT OF BEGINNING; EXCEPT THAT PORTION CONDEMNED BY THE CITY OF TUKWILA IN KING COUNTY SUPERIOR COURT CAUSE NO. 733565; SITUATED IN THE COUNTY OF KING, STATE OF WASHINGTON, Grantor Parcels: Lots 1 and 4 of Short Plat Number L06-57, in the City of Tukwila, King County, Washington. Easement Legal Description: (SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF) 1. EASEMENT AND MAINTENANCE AGREEMENT. This easement and maintenance agreement is entered into this "' day of 12.00) , by and between Tukwila 6, LLC (Lots 1 and 4) (hereafter "Grantor") and Tukwila 6, LLC (Lots 1-4) and Tukwila Heights Property (hereafter "Grantees"). 2. SUMMARY. A. Said Parent parcel is increasing from 1 to 4 lots by City of Tukwila Short Plat Number L06-057. B. Said Short Plat will require utilities (water, sewer, storm, power, and other dry utilities) to be extended from South 59th Street and across the private road easement serving this subdivision. This easement is to support lots 1 through 4 of this subdivision and the adjacent lot to the east, presently owned by Tukwila Heights, LLC (APN 359700-0082). C. Ownership of Lots 1 and 4 will be required to provide a 20-foot wide utility easement for water, sewer, storm, power, and other dry utilities across the property-- extending from South 59th Street and across the private road easement (Tract 'A') that serves this property and Lots 1 through 4 of City of Tukwila Short Plat Number L06-057 and the adjacent lot to the east, presently owned by Tukwila Heights, LLC (APN 359700-0082). 3. AGREEMENT AND GRANT. In consideration of the mutual covenant herein contained and other good and valuable consideration, the parties hereto hereby agree as follows; Grantor, its heirs, assigns and/or successors hereby grants Grantee, its heirs, assigns and successors, access over, under, and across said property for the purpose of providing a 20-foot wide easement for utilities to serve this subdivision. Together with the rights of ingress and egress for access to construct, repair, and maintain the same, and together with the rights to keep the private easement free of obstructions that may interfere with the proper operation and maintenance of the access and utility easement. 4. OWNERS, HEIRS, SUCCESSORS, AND ASSIGNS, HEREBY COVENANT TO: A. Minimal plantings and landscaping are allowed within this easement area. B. Easement must remain accessible to all utility purveyors with service within this easement area. C. Direct access to 59th Avenue South is permissible. Any paving and/or grading prior to installing an access road must be approved by the City ofTukwila. D. Maintenance of this easement is equally divided, twenty percent (20%), between Lots 1 through 4 of Tukwila Short Plat No. L06-057 and ownership of the Tukwila Heights, LLC, property. This Agreement shall inure to the benefit of and the binding upon the heirs, successors, and/or assigns of each respective party hereto. All covenants shall be deemed and are intended to be covenants running with the land for Lot 1 of City of Tukwila Short Plat Number L06-057. Mr. Richard Seubert, Manager for Tukwila 6, LLC Date 'S • /0.4', Mr. Phillip Kitzes, Manager for Tukwila Heights, LLC Date STATE OF WASHINGTON ) )ss. ) County of King On this day personally appeared before me Of Ln' ;av f c /101.._ qyi?q 04nel R;dla,rd Se u6et. to me known to be the individual/corporation described in and who executed the within and foregoing instrument and acknowledged to me tha as free and voluntary act and deed for the purposes therein mentioned. Given my hand and official seal this " j day of e',wauI*i, 40. f xp•% ,©TAlgy •; '0 PuBuo 434 ER 29;�'•'1 Fir AS V. STATE OF WASHINGTON )ss. County of King On this day personally appeared before me Of 7U4 Notary Public residing at signed the same /7 L to me known to be the individual/corporation described in and who executed the within and foregoing instrument and acknowledged to me that / 7._„ signed the same as free and voluntary act and deed for the purposes therein mentioned. Given my hand and official seal this / tday of Notary Public in d for the State of Washington residing at EXHIBIT "A" PRIVATE SANITARY SEWER AND UTILITY AGREEMENT LEGAL DESCRIPTION: TUKWILA 6, LLC TO TUKWILA 6, LLC AND TUKWILA HEIGHTS, LLC: THAT PORTION OF THAT PORTION OF TRACT 5, INTERURBAN ADDITION, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 55, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE EAST LINE OF 59TH AVENUE SOUTH AND THE ADJUDICATED LINE BETWEEN TRACTS 4 AND 5 OF SAID ADDITION, SAID LINE WAS FIXED AND ESTABLISHED BY KING COUNTY SUPERIOR COURT CAUSE NO. 129565; THENCE SOUTH 01°29'40" WEST 20 FEET, ALONG THE EAST LINE OF SAID AVENUE; THENCE SOUTH 88°48'20" EAST 200 FEET, ON A LINE PARALLEL WITH SAID ADJUCATED LINE; THENCE SOUTH 01°29'40" WEST 150 FEET; THENCE SOUTH 88°48'20" EAST 225 FEET; THENCE NORTH 01°29'40" WEST 170 FEET TO SAID ADJUCATED LINE; THENCE WEST, ALONG SAID ADJUCATED LINE, 425 TO THE POINT OF BEGINNING; EXCEPT THAT PORTION CONDEMNED BY THE CITY OF TUKWILA IN KING COUNTY SUPERIOR COURT CAUSE NO. 733565; SAID PORTION OF THE HEREINABOVE DESCRIBED SUBDIVISION OF LAND, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST WESTERLY NORTHWEST CORNER OF SAID SUBDIVISION; THENCE ALONG THE WEST LINE OF SAID SUBDIVISION SOUTH 01°06'56" WEST 20.00 FEET; THENCE ALONG A LINE PARALLEL WITH THE NORTH LINE OF SAID SUBDIVISION SOUTH 89°01'29" EAST 409.95 FEET TO THE SOUTHERLY MARGIN LINE OF SAID PORTION CONDEMNED BY THE CITY OF TUKWILA, SAID LINE BEING A CURVE HAVING A RADIUS OF 370.00 FEET, THE RADIAL CENTER OF WHICH BEARS SOUTH 37°19'43" WEST; THENCE NORTHERLY AND WESTERLY ALONG SAID CURVE TO THE LEFT THROUGH A CENTRAL ANGLE OF 5°36'22" FOR AN ARC DISTANCE OF 36.20 FEET TO THE NORTH LINE OF SAID SUBDIVISION; THENCE ALONG SAID LINE NORTH 89°01'29" WEST, 379.24 FEET TO THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. Page 1 of 1 May 5, 2007 KENNETH R. ANDERSON & ASSOCIATES, INC. 06-004_Access_Utility_Legal_4-01.doc 20' <i� 10I 20' ADAJCAIED UNE 6E I D1 1RACTS 4 & 5 KC SC NO 129565 LOT 4 I ST0RY'Y ERAME HOUSE PROPOSED 10' RIVE SENER EASEIIINT SWE; 1'■50' OAD, MAY 24 2X7 °tA90 THE INTRO!? TO SEATTLE AN ADDITION (359700) SLINE LOT 4 2911'29'E 399.24(C N89.011911 2G fASi1E\ TOR ROAOWAT • DER LOOT LOT 1 LOT 3 7,250 SE HOUSE LOT 5 0 'V,:0,40 4 PROPOSED 30' MAT ACCESS ANO UDUTY EASEYERI LOT 4 00'(D),r LANDMARK DESIGN ettStOrn horie design 0 sleek pions Novtmbes 27,2019 City of Tukwila Department ()I-Com munity Development RE: D19-0343 -- Gregoire 14728 59111 Ave, S. To Whom It May Concern: 1 have feviewed the kiter dated November 27, 2019 and my cominettis ere Wow: Planning Department: I. Revised roorpitehes to 5:12, sheets 1,4, 5_ Toppreciate your review. Please don't hesitate to contact the fir further questions/clarification at 253-826-7808 or via email at pat@landmarkplmis.com, Cordially, Pat Estes Landmark Design CORRECTION LTR#.. I 0 4 3 RECEIVED CITY OF TUKWILA. NOV 27 2019 PERMIT CENTER 1202 Mn #104 4, Sumner, WA 4t. 9&390 nu. sii.sra,_751,ngi vk 014 Antic City of Tukwila Department of Community Development November 27, 2019 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0343 GREGOIRE RESIDENCE - 14728 59TH 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: PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. Minimum roof pitch must be 5:12 for all portions of roof. 2. Show that the proposed development meets setback standards, found in TMC 18.10.060. Front: 20ft, sides: 5ft, rear: l Oft. 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. 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. Sincerely .c,, ie Alexander Permit Technician File No. D19-0343 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 °PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0343 DATE: 11/27/19 PROJECT NAME: GREGOIRE RESIDENCE SITE ADDRESS: 14728 59 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division 3c) (1 \ Public Works Fire Prevention Structural ktvo I P,anning5 'vision Permit Coordinator NI PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/03/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 12/26/19 Approved with Conditions r Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire 0 Ping El PW 0 Staff Initials: 12/18/2013 PERM!T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0343 PROJECT NAME: GREGOIRE RESIDENCE SITE ADDRESS: 14728 59TH AVE S X Original Plan Submittal Response to Correction Letter # DATE: 10/24/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AWIG (0\66 01 AN\ t\-1Nu Building Division Fire Prevention Public Works Structural M Planning Division ‚‚tci Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/29/19 Structural Review Required REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 11/26/2019 Approved with Conditions E Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 1:1 Fire 0 Ping PW 0 Staff Initials: 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Iy2.71/7 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Plan Check/Permit Number: D 19-0343 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Gregoire Residence Project Address: 147 Contact Person: Sum ary of Revision: 1/ / o o'/0 1 (ors s it s ti465' Phone Number: £'12 Sheet Number(s): "Cloud" or highlight all areas of revision includin1gj dates of revision RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER Received at the City of Tukwila Permit Center by ❑ Entered in TRAKiT on C:\Users\Frankie-A\llesktop\Revision Submittal Form.doc 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 Parcel No: 3597000065 Address: 14728 59TH AVE S Applicant: GREGOIRE RESIDENCE WATER METER INFORMATION Permit Number: D19-0343 Issue Date: 1/8/2020 Permit Expires On: 7/6/2020 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY HOME. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION AND INFILTRATION, WATER METER W/SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, PAVEMENT CUT AND PAVING, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER AND OTHER UTILITIES. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21940141 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $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: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 $0.00 $0.00 TOTAL WATER FEES: $7,541.00 (https://lni.wagovl Contractors Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. CARYLC11010F Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000,00 Policy no. BIS00028853-03 Received by L&I Effective date 07/23/2019 09/10/2019 Expiration date 09/10/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. E o EX. HOUSE EX HOUS E 1472 0 .9 t" 14720 59th AVE S VE 987 68 98768 "5A WMI INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET TEMP TbCKPILE COVER WITH PLASTIC---\ T W� PER DETAIL TH IS SHEET S89 001'31 "E 133,001, MIS Em"'F M W CLEARING LIMIT 30"CEDAR E DRIVEWAY (7,100 SF - 0.16 ACRE) APPROACH YROW 20' S3MH RIM - 207.8 CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 6jT,0,f— 1-1 11 " . ...... mg INSTALL TREE PROTECTION FENCE (TYP) GRA VEL F---E,—a WOOD FENCE 1 om Mull Milli Mill 6" CONC. WALL DA VID D. 14 741 6,' 98168 1 r-0%r-&1r% PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE - - - - - - - - - - - - - ADJACENT PROPERTY LINE — — — — — — — EASEMENT LINE PROPERTY CORNER LO T B 24"MAPLEI LO Z UJI C, M W CD (0 < W k'o Z P: C-5 C) D W — — — — — — — — — — — — — — — - — — — — — — — — — 241JAPLE 111111111111111 imn MMI am ..... . . ....... ..... I MAE mm MM MM ME3 mm 24"MAPLE WM B N89001'29"W 133.00' W" W W W W W — W — W — W W I I t3LRNARD 14759 62 S S SS p� -ad by the Public ans navR83tO, revie, L --------------- ------- for conic manCia witil cUrrent ---------------- ------------------------------------- INSTALL SILT FENCE -,,cdc�, i, subject to errors and PER DETAIL THIS SHEET �=assiozs which do not autho �ze violations of --------------------------------------------------------- 206 --------- adopted standards or ordinarew. The responsibility - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 'or the adequacy of the desig rests totally with the - - - - - - - - - - - - - - - - - - - - - �7 -rlar- Ird- -�eta 18 r. ird, atiz�, de— is o. revisions to these --- 204 drawi riggs after this data vvill vo I this acceptance and will require a resubmittal c 'Ievised drawings for subsequent approval., CHARLES L. WETZLER Final acceptance N subject to f4d inspection by 14754 59TH AV S Lh� Public Works utilitfes insp tor. 98168 Date: B --- ----- ITH INSTALL DRIVEWAY CUIL :ERT IF THERE IS A ROADSIDE DITCH _/>R=25'MIN. PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS 2 JOINTS IN FILTER FABRIC SHALL BE SPLICED 100'MIN. AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2"X 14 GA, WIRE OR EQUIVALENT, F STANDARD STRENGTH FABRIC USED. > I 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. CONSTRILIC"1710N ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE FILTER FABRIC Z Z --n — — — — — — — — - ir - — — — — — H U..4j 11 N &MAX. Z 4- MIN POST SkCING MAY BE INCREASED TO B'IF WIRE BACKING IS USED BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, N/Al WE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES_ FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE ?W60 wlOPL" I �J%PecTVK R-1-u FIL Permit No. Plan review approval is subject to errors and omissions Approval of construction documents does ici authorize Me violation of any adopted code or ard,nanco Re , 0 ca itF n , s, UNDISTURBED GROUND SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAM BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10.0'MAX.-. TOE IN SHEETING IN MINIMUM 4"X4" TRENCH REFERENCE SHEET NO. C1 Know whafs below. Call before you dig. M 17— 0 HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch 10 ft. -17 F- 00 0 ::) C.0 0 V- 00 0 W CF) Z) LU < > < 0 (-) LO IS00 11�e D Z < 0 b 6 PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASM COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE SEPARATE PERMIT REQUIRED FOR: mechAM"I Ele&lcsl C3 plumbing r-I Gas Piping City of Tukwlla BUILDING DIVISION REVISIONS No C!:P;lies snal! �e �1�aJe 10 file ScOlas of woiK wnnouip, �u)oeval of the Tukwila Building Div,sion NOTE: Revisions will rectuire a new Dlan submittal and may include additional plan review. SET FENCE CIRCUMFERENCE - EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CORRECTION CONCRETE PIER LTR#---t- 9 0- RECEIVED CITY OF TUKWILA NOV 27 2019 ^RMIT CENTER SHEET 1 OF 2 SHEETS Pal ktI, it M, E 19 (5, -9 L-n JU) C) C' 4 Z Z 1 rl 17� Z Z < = < 3: 05 U) CL CL -T: d V Z 0i M 65 0 M L. W Z Z Z Gf) L1.1 0 LLJ 0 W 0 a 0 13- Z 0 CIL LLi 0 Ii'L<:L'i z 0 0 0 z I, DHOLE RENCH & PATC HING PER C OF TUKWILA STD. I O'ROW 1 20" 0 3: WM: W �ST NG 11�1 XI DRIVEWAYP PPROACH 10 REMAIN EX 8" WATER MAI� ATC� EX. OA OF3SIDE G=20 1K IEX. S, El E 575, BENC MARK SEWER H 4? 7_ ELEV=207 80 1� SSMH R1 207.8 r0F;WA-hT-_TiXT_vk1 ------------- LOT A REMOVE AND RECONSTRUCT CURB & GUTTER I AND RESTORE PLANTER STRIP REMOVE AND RECONSTRUCT 4" THICK SIDEWALK � �EG=20.900 4" PVC ROOF DRAIN (SLOPE TO DRAIN) UTILITY TRENCH 7� /-(POWER& COMMUNICATION) APLE PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE — — — — — — — — — EASEMENT LINE ------------------ ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMEN PROPOSED RESIDENCE PROPOSED DRYWELL /_C6� DRYWELL FILLED WITH 3/4" - 1 1/2" WASHED GRAVEL ARE�A DRAAIN HOUSE Ax/ I FLOW 0 PLAN L ------- 13' SCALE: NONE DOWNSPOUT 4"OBSERVATION POR� OVERFLOW HOUSE SPLASH BLOCK TOPSOIL 4"SOLID DIA. FLOW ROOF & FOOTING DRAINS COLLECTOR C AREA DRAIN 6"MIN. DIA. PIPE I - 1/2" SIDES OF HOLE LINED vnc mm L ".-C? MIN, VOR TABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND I HYDRAULICALLY -RESTRICTIVE MATERIAL) PROFILE <�_po 6-, C-OVOX—l' L SCALE: NONE 0 t.� -1 K'C- sc;t fo f-4 ROOF AND F001ING DRAIN DRYWELL DETAIL SCALE: NONE FOUNDATION PVC DOWNSPOUT DRAIN LINE r- FINISH GRADE 3ACKFILL N COVERAGE CLEAN 11/2- 3/4" -SS-- (0 r.1LjmmrAt3RIC N ----------------- - ��� 2 0 (MIRAM 100X OR EQUIVALENT) EX. 8" WATER MAI SS ----------------- EX. 20'PUBLIC WATER EX. 8" SEWER MAIN X-11.1 New'. --------------------------------------- EASEMENT U.1 ------------------------ - - ------------- 206 --------- x ��c - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -6-:5 eqie"�f_ zeta -e- -15A-16w- To -f:ftz C OaR.M 17- Cc EX. 20'PRIVATE SEWER 1"hesc plans have been rev wed by the Public 204 /�LP,14j,�:09A-fg &?CAZ,1J_10 EASEMENT Vlorks Department for con )rmance with current I PERFORATED PVC FOOTING DRAIN LINE 47 r,;, A cc tance s siib;cct to errors and NOTES: Ado! GRA VEL EG=208.75 I I , WOOD FENCE S8900131"E 133.00' - --------- -ROOF OVERHANG S'BSBL DS "k 'O"CEOAR 22 LF 4" SOLID 6" CONC. WALL PVC FOOTING DRAIN I L(��L"4NDING COLLECTOR @ 2.00% DS CB OR AREAIDMN --- - ---- ------ --------- RIM=210.00, 1r_ 1A1 Q =,)nf IE (E)=207.90. DAVID D. & JUDY B. KIST 14741 62ND AV S GAPAGE=209.00 98168 10 LF 6" P�C SD r @ 2.00% id CONSTRUCT DRYWELL PROPOSED SFR 45" FOR ROOF & FOOTING DRAIN FFE=210.00 LOT B o LIMITED INFILTRATION L - - - - - - (I TW x 1131 x 4'D) f- - - - 58 LF 1 Y2 WATER PER DETAIL I SEE GENERAL NOTE 2 SERVICE LINE - ---- --------- 0 ID 5 - ----- -- -------- -------- — — ----------- DS W — — — — — — — — — — EG=208.00 24'VAPLE INSTALL 47 LF 4" PVC 19 LF 4" PVC ROOF D IN SIDE SEWER @ 2.00% MIN. 2� "MAPLE 2'W x 161 x 2'D GRAVEL STRIP N8900129"W 133.0IT__F_j COLLECTOR @ 1.009 - — — — — — — — — — — — — — — -- EX. 6" SIDE SEWER JFIELD \(�RIFY DE�Tfj)�',, �ERDETAI�, 2 W W -- W INSTALL I "WATER METER W W W W W OD BERNARD & TERESA MORA (P - CITY OF TUKWILA) SS ------------- --- 14759 62ND AVE S, ------ ss� ------ 98168 PARCEL NUMBER 3597000065 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL 5'MIN. FROM PROPERTY & 15'MIN. FROM HOUSE FOUNDATION. EARTHWORK VOLUME ESTIMATES: LOCATION CLff (CY) FILL (CY) SITE & FOUNDATION 185 40 a an ar s. c p rize violations of DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS adopted standards or ordinances. The responsibility AND OTHER FITTINGS AS NEEDED. for the adequacy of the design rests totally with the DRAINAGE DETAIL SECTION A -A dcsigner. Additions, deletions or revisions to these drawings after this date will void this acceptance SCALE: NONE RECEIVED and Nvill require a resubmittal of revised drawings CITY OF TUK NVILA for subsequent approval. NOV 27 2019 Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: BY: PERMIT CENTER _02� _qzw I Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 kWN;Mt___;;J_ �� 1 inch = 10 ft. FOR MORE SOIL INFORMATION, SEE OCTOBER IST, 2019 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O� BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 CONCRETE --J DRIVEWAY WASHED ROCK 3/4" - 1 Y2" A DRIVEWAY GRAVEL STRIP DETAIL SCALE: NONE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,126 SQ. FT. DRIVEWAY & WALKWAY 859 SQ. FT. TOTAL 2,985 SQ. FT. 2,985 / 8,640=0.3455 X 100% = 34.55% IMPERV. SURF. COVERAGE — —9 fi^ MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,126 SQ. FT. TOTAL 2,126 SQ. FT. 2,126 / 8,640=0.2460 X 100% = 24.60% MAX. BUILDING COVERAGE REFERENCE SHEET SHEET NO. 2 C2 OF 2 SHEETS 0 cr) Z 1— 00 0 =) (.0 V Z cf) < 0 00 U) M _J _J :D LU a— > < _J W 3:: I.- 5_ C) 0 M LC) C) 00 CN :z r__ F- W z < 4 cr) ry C) 00 07 1) 2. CO 'D V E to N M CL CS, V) x- 10 'D A, 9 Ln V) LU z z LU < 0 U) z z rL CL F- I- L0 C5 OD CJ M 0 0 - ZELL, z S2 C0 LU N. I a_ a:! C 0 U) LLI 0 IN 3 cbmimmL m9m 15UILDIWS CODE 2015 INTEFENATIONAL SLOG. CODE 05C�, AND BY FREI RSNCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE ORC-) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD - 25 FISF (SNOW) ROOF DEAD LOAD - 15 FISF FLOOR LIVE LOAD - 40 FISF FLOOR DEAD LOAD - 15 PSP WIND LOAD . 110 MPW WIND SPEED, EXPOSURE '15% RISK CAT. If I � . V O=UFANCY CAROUP: R-3 OfRako SI'm WIND DESIGN SEISMIC DESIGN CATEGOW SUBJECT DAMAGE FROM WINTER DESIGN Top. ICE 614ELD LNDER- LAYMENT FLOOD WAZ41RDS AIR FIREEZIN3 INDID( mm AMIAL TEMP SPEED TOPOGRAPHI C SPECIAL 00 WINE >-5OR UEATHERING FROSTLINETM411TE LOAD (MPIQ EFFECTS REGION DEBRIS ZONE DMIN FREQUIRED 25 110 DVO2 MOD Is SLIGWT_ MOD I TI NO MR LOCAL so so XRSDICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS To BE SUBMITTED BY THE OMER OR C4NTIRACTOR AT TIM Or PERMIT SUBMITTAL- W-G. LIST. DESIGN AND LAYOUT IF APPLICABLE (PROM MANUFAr-TURER) M-G. TRUSS, PESM AND LAYOUT$ (FROM MANUFACTURER) film wm GENERAL UNLESS A SOILS INVESTIGATION 13Y A QUALIFIED SOILS EN3;INEER IS PROVIDED, FOUNDATION DESIGN 18 BASED ON AN ASSUMED AVERAde SOIL BEARING Or 1500 EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINIS14ED GRADE. ALL rOOTING_-h TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. 5ACXrILL TO BE THOROUGHLY COMPACTED. MN" COMMOSIVE STIR9NGTW (To) AT 26 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRICTION MODERATE WEATHERM POTENTIAL EASEMENT SLA55 4 INTERIOR SLAB ON GRAM EXCEPT GARAGE FI.00R SLAW, ( NON-STRIC1,11RAL) 2W pal BASEMENT 1114US, F0.1NDATION WALLS, EXTERIOR IIALLS 4 OT14ER YMICAL CCNCMM WOW EWOSW TO THE IfEAT1,1ER, 30M psi (5% to 11- air antrafrad) FORC4412S, CARPORT SLABS 4 STEPS E4*05W To TIE IIJEATWER 4 GARAGE FLOOR SLAE. 30M pal (5% to 1% alr entrained) I CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR FEEVIEW BY BUIILDWG OFFICIAL REINFORCING STEEL TO COMPLY WITH ASIM A&M, GRADE 60. UXO� (SEE STRUCTURAL) E1202mm BOLT HEADS AND NI ITS BEARING; AGAINST WOOD TO BE PROVIDED WITH I/4'x3'x3' PLATr= WASHERS. WOOD 5SARING, ON OR INSTALLED WITHIN I' Or MASONRY OR CONCRETE TO ME PRESSURE TREATED WITH AN APPROVED PRESERVATIVE POLMATION SILL BOLTS TO BE 5/9'DIAMETER AT 5'-O'O.C- UN.O. WITH MIN. "I'MISEDMENT METAL PP41M CONNIECTORS TO BE MANUFACTURED BY SIMPSON STRONG, -TIE OR USP STRUCTURAL OCHNECTORS. ALL WOOD IN CONTACT WITH CIONCRETE TO BE PIRESWRE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED 44OLES Or PFIESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) MR IFer- R311.1j, FASTENERS FOR PRESSUM PRESERVATIVE AND FIRE RETARDANT TREATED WOOD -044ALL ME Or 14OT-DIPMD GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPMfp- 6' MR CLEARANCA-z BETWEEN WOOD AND GRADE. 12' MR CLEARANCE BETWEEN FLOOR BEAM$ AND GRADE 10' MIN CLEARANCE BETWEEN FLOOR JOIST AND GRADE. oAMPPROOPIN3 EXCEPT WHEM REWIRED BY SEC. R4062 TO BE WATERPROOFED, FOLMATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS, BELOW GRADE SHALL BE DAMPIFFE00FED, FROM THE HIGHER OF (a) THE TOP Or THE FOOTING; OR (5) & INCHES BELOW THE TOP OF THE BASEMENT FLOOR To THE FINISHED GRADE. MASONRY WALLS SHALL 14AVE NOT LESS THAN 3/6 INCH PORTLAND CEMENT PARGIW3 APPLIED TO THE EXTERIOR Or THE WALL. THE PAFEGING SHALL BE DAMPPROOPIED IN ACCORDANCE WITH ONE OF THE FOLLCWINGt 1. BITUMINOUS COATM. 2.3 POUNDS PER Sa YD. OF ACRYLIC MODIFIED 00'11ENT. 3. I/V COAT OF SURFACE-50NOING; CEMENT COMPLYIN3, WITH ASTM C 891. 4. ANY MATERIAL MIRMITTED, FOR WATERPROONW. IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTIOM PARG;IW4 OF: UNIT MASONRY WALLS 15 NOT REQUIRED WHERE A MATERIAL 16 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOPED BY APPLYING; ANY ONE OF THE LISTED DAMPPROOrNG MATERIALS OR ANY ONE OF T14E WATIERFROONW. MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR Or TI-E WALL. WATERPROOFING, R4062 - IN AREAS WHEM A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRACE SHALL BE WATIER-ROOPED FROM TI-E! HIGHER OF (a) THE TOP Or THE FOOTWa, OR (b) 6 INCHES BELOW THE TOP OF T14E BASEMENT FLOOR TO THE FNISHEP GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WIT14 ONE (OF THE FOLLOWING: 1. 2-1-LY HOT-MOF11EP FELT$. 2. 55 POUND ROLL ROOFING� 3. r.-MIL FIOLYVINYL CHLORIDE 4. 6-MIL POLYETHYLENE rp. 40-MIL POLYMER -MODIFIED ASPHALT. 6.60-MIL FLEXIBLE POLYMER CEMENT. 1. Ika' CEMENT-BASIED, FI5ER-IRSW-0lW_-ED, UJA17EFPROOF COATW_ 6. 60-MIL SOLVENT-FIREE, LIQUID -AM -LIED SYNTHETIC P4155ER EXCEPTION� OFEGtANIC-SOLVIENT-1344SED PROIDUCTS, SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND EMIRS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOrNG CEMENT$, ACRYLIC C_OATIW*S, LATEX COATINGS, MORTARS AND PARSIMiS TO SEAL ICF WALLS is MIRMITTIED. COLD-SEMNG; ASPHALT OR 140T ASP44ALT SHALL C:4n4:OFRM TO TYPE C Or ASTM D 44J. HOT ASPHALT SHALL BE APPLIED AT A TEMMFEATURE Or LESS TWAN 200*F. ALL JOINTS IN MEMBRANE= WATEFFROOFIWs SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VE1,ITILATION R409.1 - THE UNDEFE-FLOOR SPACE BETWEEN TI-E 50TTOM Or THE FLOOR JOISTS AND THE EART14 UNDER ANY BUILDIW. (EXCEPT SPACE O=PIED BY THE BASEMENT) SHALL WAVE VENTILATION OFENM THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF Six MIL (00" IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAFFED, SIX NCWES MINIMUM AT THE JOINTS AND SHALL EXTEND To THE FOUNDATION WALL. EXCEPTION, T14E GROUND COVER MAY ISE OMITTED IN CP.4WL SPACES IF THE CRAWL SPACE 14AS A CONCRETE SLA15 FLOOR WITH A MNIMUM TWCI<NESS, OF TWO INCHES. IN COMBUSTIBLE CONSTIRUCTION WHERE THERE IS USABLE SPACE 50TH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR(CEILING; ASSEMBLY, DR4WTSTOFw5 SHALL BE INSTALLED 50 TWAT THE AREA Or THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE T44S CONCEALED SPACE INTO APPROXIMATELY EQUAL AMAS. WHERE THE ASSEMBLY 15 ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAPTSTOPPING, SHALL BE PROVIDED IN FLOORICEILING; ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES; 1. CEILING; 16 SUSPENDED UNDER THE FLOOR PFEAMW� 2. FLOOR FRAMING IS 0ONSTIR1,10-TIED Or TRUSS-TYPIE OPEN -WEB OR MIRPIOIRATED MEMBERS. PRAFTSTOPPINS; SHALL C40NSIST Or MATERIALS LISTED IN IRC SECTION R302.12.1. FIRIEIBLOCKIWS R302JI IN COMBUSTIBLE CONSTRUCTION, FIFEIEIBLOCKIW� SHALL BE PROVIDED TO CUT OFF 50TH VERTICAL AND HORIZONTAL CONCEALED DRAFT OfIENING-4 AND To FOFEM AN Ef:�:ECTIVE FIFRE 13ARRIER BETWEEN STORIES, AND BETWEEN A Top STORY AND THE ROOF SPACE. FIREDLOCKING S14ALL BE PROVIDED IN WOOD-PFZ44MED CONSTRUCTION IN THE FOLLOWINGS LOCATIONS: 1. IN CONCEALED SPACES or STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL RtOW5 OF MPS OR STAGG41RED STUDS AS ROLLOWS; U. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING ]Oft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND 14ORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGER5 AT THE TOP ANZ� BOTTOM OF THE FIR ENCLOSED SPACES UNDER STAIRS -44ALL 02*11PLY WITH IRC SECTION R-302.1 (1,12'GUS) 4. AT OPENING$ AROUI�0 VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILIW3 AND FLOOR LEVEL, WITH AN APPROVED MATERIAL To RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIRSElLOCK11,13 Or CHIMNEYS AND FIFREMACES, SEE IFEC SECTION R1003.1a 6. IFIRS5LOCKING; Or COWICES OF A TWO-FAMILY DWELLING 10 REQUIRED AT THE LINE OF DWELLING, UNIT SEPARATION. FIREEILOCKJNG; SHALL CONSIST Or MATERIALS LISTED IN IRC SECTION R302JIJ LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIRE131-CCK UNLESS SPECIFICALLY TESTED IN TI-E POW AND MANNER INTENDED. THE INTEGRITY or ALL FIREIBLOCKS SHALL BE MAINTAINED. GENERAL ALL MINIMUM NAILWS SHALL BE IN ACCORDANCE WITH 15C TABLE 2304.10.1 AND IRC TABLE R6023(l) UNLESS NOTED OTHERWISE. GYFsSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING; TO TABLE fR710235 MINIMUM THICKNESS AND AfDFLICATION OF GYPSUM 130ARD TA5LS R1023B TWIC**eeo OF Gym" 5CkAFRP OR GYPS114 PANEL APPLICATION ORIENTATION Or 01PE(EL! WAFO OR �%IZAlg t.� SFACNS OF FRAMING timn!Bm (INCHEE, Or-) MAXIM.11 SPACW. OF FASTENERS (INCIHIES) SIZE Or NAILS FOR APPLICATICN TO wm MAMING. MAIL$ W/O act-l- SOFEW CEILING FER-SOICULAR 16 i 12 B SAW- 1-114'LOW., M%4'W_AO, 0008* VIA. 1-144' LCNG� A*U.AR- R143W, OR 4d COMM NAIL, VOW CIA, 1-318'L", 1/32' WEAD. WALL EIT14MR DRECTION 16 a 16 CEILING EIT14M DIFECTION 16 1 12 MMED, OR Sol NAIL, 0ANW01A. "WLONS, 10,16W MAD, OR GYPEW 150AFtO NAOL, 0,01319'014� 1-1180 LONG, W32'14EAV. CEILING WALL PEFPIEMICALAR EMER DIFRECtION 24 24 1 a 12 12 1 nw, I Em4ER DRECTION a 16 CEILw. EMM DIFRECtION 16 12 13 SUM- f-b/W LOW., "4' WAD, CAW DIA. 1-3/8' AMAALAR- MrAw, OR Sol , 1-1*LOW. 1/4' MAP, OR rO'C'LER oypatm ISOAR> NAII_ MOW WMAP, CEILING PEIRPIDDICULAR -- 24 1 12 TYPE X AT 5/8' GARAGE CLG SWMATI4 RAISMABLE FROOM PERPIDOICULAR 24 6 E, I-1W LOW, 6d COATED "LE, OR EQUIVALENT DRMALL eCRTM SCREW$ SHALL COM-LY WIT4 6ECT1014 M1023bl WALL EITHER DIRECTION 1 24 1 8 1-2 M 44W, 1-51W LOW., 1%064� WEAM V~ PIA. 1-3/8' _LO�*,A*U_AR- = OR 6d COOLER NAIL, CAM'DIA. 1-1/8'L04% IAWNEAD, OR BOARD "L. OMSS' DIA_ WALL EITIeR Dffm=CN I IS a 1, APPLICATION WM4 AD44ESNE CEILING PEIRPSIOICULAR IS 16 SoVE AS AISOVIE FOR 3/15'GYPIKAI I3OAFV AND GYMM PANEL M"XCM, UALL E1714m MIRECTION 16 16 F4_ CEILING EiTlIEFk CRECTION 16 16 MS AS MOVE FOR IAVAO "'GYFSUl1I30APV AND GYMM PAIML PP,=lCT6 FWESPRCMISLY CEILING PE51POMICULAR 24 12 ib UALL EITFIER DRECTION 24 24 CEILW. PEIRIPMOIC&LAR 16 16 16 15ASS FLY NAILW AS AMCPA FOR k GY"W 50ARD AND GYPOUILI PANEL PRODUCTS, RACE MY INSTALLED ON ADW-SIYE. IIAI I EITHER DIRECI ION 24 24 24 FASTENERS ALL NAILS SIFECIFIED ON THIS PLAN SHALL BE OOMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LEN,5;TW LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL :1ES4GN SMOIFICATION FOR WOOD, CONSTRUCTION (NOS) Od COMMON (0.131'01A, 2-1/2' LENGTH) Sd BOX (0.113- DIA, 2-1/2' 1"), 10d COMMON (0.148- DIAL, 3' 1") IOd BOX (0.128- DIA, 3' LENGTH), 16d 02�!MON (OJ62' DIA, 3-1/2' 1"), l6d SINKER (0.148 DIAL 3-1/4' LOWV 5d COOLER (0086- DIA, 1-518- LOWS COOLER (OAM' DIAL, 1-1/8' LOW.) LUMBER GRADES FRAMING; LUMBER SHALL OOMPLY TO THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWR LUMBER SHALL BE STAMMP WITH THE GRAPS MAW, OF AN APPROVED LUMBER GRADING; AGENCY AND SHALL HAVE THE FOLLOWING, UNADJUSTED DESIGN MINIMJM PROPERTIES: JOISTS-. 2X4 WOOD TYPE� W 02 NO-050 pal, PV-15 pal, Fc-IWO pal, E-1200000pal DO OR LARGER W 02 Fb-850 psi, Fv-15 pal, Fc-1=0 PSI, E-1200000pal 2= 4X DF-L 02 - IFIO-WO p6l, FV-W pal, Fl_-M50 pal, E0600000pal &X OR LARGER DF-L 02 - Fb-M pal, rv-85 pat, R-600 pal, E-1300000pal STUDS 2X4 I-F 02 - PIO-950 pal, Fv-15 pst, Fc-1300 pal, E0200000pol 2X6 OR LARGER HF 02 Fb-900 pat, Fv-15 pal, ft-1300 Pal, E-1200000pol fm 4X4 WF 02 Fb.sw Pal, Pv.SS pat, FC-1350 pal, E-16OOOOOP61 4X& OR LAIRGER W 02 Fb-Sm pal, Pv-SS pat, Fc-1350 pal, E-1600000psi &X& OR LARGER DIF-L 44 - FIO-100 pal, rv-86 pat, Fc-415 pal, E-1300000pal &M . OR LARGER DF-L -2 - IFIO-100 pal, Fv-85 psi, Fc-415 pal, E-1300000pal GLUED-LAMINAMD, BEAM (GLB) SHALL BE 24r-V4 FOR SINGLE SPAN$ 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING; MN0*lUM PROMEFETIES: NO - 2,400 PSI, PV - 165 PSI, Fa - 650 MI (PERPENDICULAR), E - 1000"0 PSI. ENGINEERED WOOD BEAM AND I-JOIOT CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL 13Y IBUILDIWS OPFICIAL. PrESIGN, FABRICATION AND ERIECTION IN ACCORDANCE WITH THE LATEST ICO EVALUATION IMPORT. BEAMS DESIGNATED AS 'ML* SHALL WAVE THE MINIMUM PROPERTIES; Fb - 2,WO PSI, FV - 2SO PSI, PC 150 PSI (PERPENDICULAR), E 2,000"0 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: NO - 2f.00 MI, Pv - 285 PSI, PC 150 PSI (FIERF-ENDICULAR), E 1,S00000 PSI. ISEAMS, DESIGNATED AS 'L&L* SHALL HAVE THE MINIMUM F-FROMRVES: Fin - 1,100 MI, Pv - 400 MI, Fc 680 PSI (PERF-ENCICULAR� E 1,300000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWSo FLOOR LIVE LOAD MAXIMUM - L14W, FLOOR TOTAL LOAD MAXIML71 - L/240. E!Egg:�RICATSD WOOD TRUSSES - PREFABRICATED WOOP TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE C*-NERAL NOTES. TRJSSES SHALL BE DESIGNED 4 STAMMID BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONIBEARING, WALLS SHALL BE 14ELD AWAY FROM THE TRUSS BOTTOM CHOFRD WITH AN AF"ROVED FASTENER (SUCA4 AS SIMPSON STC) TO ENSURE THAT TIM TRUSS BOTTOM C44ORD WILL NOT BEAR ON TILE WALL. ALL MIRMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED MR THE TRISS DESIGN DRAWW46. TYPICAL WALL 4 ROOF SHEATHING; SHALL BE 1/16' RATED SHEATHIWS MNIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILIW3 SHALL BE Sd COMMON 0 0' O.C. 0 PANEL EDGES AND 12' OZ. IN FIELD URO. ON SHEARWALL 604EDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 2411r. FOR ROOF. FLOOR SWEATWIW2 SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SM011FIED. MINIMUM NAILING; SHALL BE ad C.OMMON AT &I OZ� 0 PANEL EDGES AND 121 =. IN FIELD. SPAN INDEX SHALL BE 4ol2o UNLESS, NOTED OTHERWISE. STAGG;F_R END LAPS AT ROOF AND FLOOR SHEATHING. WALL IFLASWIM APPROVED CZMROSION-RESISTANT FLASWW3 SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN &UCH A MANNER AS TO PREVENT ENTRY Or WATER INTO THE WALL CAVITY OR PENETRATION (OF WATER TO THE BUILDING, STRUCTURAL FRAMIW. Cz"PONIENM THE PLASHM SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO FIREVENT WATER FROM REENTERING; THE EXTERIOR WALL ENVELOPE. APPROVIED CORROSION -RESISTANT FLASWIWsS SHALL BE INSTALLED AT ALL Or T14E FOLLOWING; LOCATIONS- 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKFROOF, 2. AT T14S INTERSECTION OF CHIMNEYS OR OTHER MASONRY OONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTM LIPS ON 50TW SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOC, OR METAL COPING-,$ AND SILLS� 4. C014TINUOUSLY ABOVE ALL FFEOJECTIWS WOOD TRIM. S. WHERE EXTERIOR PORC44ES, DIECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEM15LY Or- WOOD CONSTRUCTION. r.. AT WALL AND ROOF INTERSECTIONS. "t, AT 5UILT-IN WTTERS. M=m QQQm Omm &Q agm-rdm fMR 2015 WAA%4IW=N STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WIT14 THE MANUFACTUIREWS WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EAC44 WINDOW. ALL SKYLIGHTS A14D SKY WALLS TO 15M LAMINATED GLASS UNLESS NOTED OTWEFUISS. SECTION MIO-EMIRIGgENCY ESCAPE A RESCUE OPENING55 P-310,11 EMERGE14CY ESCAPE AND RESCUE OPENING REQUIRED. MAMMIENTS, HABITABLE AMOS AND EVERY SLEEPING; ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCCAPE AND RESCUE OPENINGt, WHERE ISASMIENTS C4NTAIN ONE OR MORE SLEEPING, ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING; SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMEFEGENCY ESCAPE AND RESCUE OPENINGS 1-44ALL OPEN DIFISMY INTO A PUBLIC W,4'T OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STOIRM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MEC44ANICAL EQUIPT11ENT NOT EXCEEDING; A TOTAL FLOOR AREA or 200 so Ft MINIMUM QMIWs AMAi ALL EMERGrENCY ESCAPE AND RESC.UE Ofor-NiNG3Z 644ALL HAVE A MR NET CLEAR OPENING; OF 5.1 Sa Fr. EXCEPTION- GRADE FLOOR Of*ENKW SHALL HAVE A MIR S.O SQ Fr. MINIMUM QMNG HEIG44T: THE MR NET CLEAR OPENINGS WEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING; WIDTH SHALL BE 20 INC34ES. MAXIMUM SILL HEIC*M WHERE A WINDOW 16 FIROVIDEP AS THE EMERG;EENCY ESC-AM AND RESCUE OPENING, IT SHALL HAVE A SILL WEIGHT OF NOT MORE THAN 44'A5OvE T14E FLOOR WHERE T44E SILL HEIC-04T IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN AOCORCANCE WITH SEC. R31023. SAFETY GLAZIW3 SHALL BE INSTALLED IN THE FOLLOWING, LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R308.4 1, GLAZING; IN DOORS - SIDE WING;ED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING,, 4 BIFOLD DOOR ASSEMBLIES PER IfRC- SECTION R�00.41 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF T14E DOOR IN CLOSED POSITION MR IRC SECTION R305,42, 3. GLAZING; IN WINDOWS - THE PANE 15 LARGER THAN 13 Sa IT, THE 50TTOM EDGE 15 LESS THAN IS- ABOVE T14E FLOOR THE TOP E IS MORE THAN 36' A50VE THE FLOOR AND ONE OR MOIRE WALKING; SURFACES AIRE WITHIN 36', MEASURED 140RIZCNTALLY AND IN A STRAJGHT LINE Or THE GLAZING, PER IRC SECTION R306,43. 4. GLAZING, IN GUARDS AND RAILS MIR IR1_ SECTION FMOSAA. E,. GLAZING IN WET SURFACES - WALLS, ENCLOSURES, OR FENCES =NTAINING3 OR PACNG, 140T TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING; POOLS WHERE T14E BOTTOM EXPOSED EIDGie 15 LESS THAN 60- MEASURED VERTICALLY A50VE ANY STANDING; OR WALKING SURFACE PER fFRC SECTION R308,415. 1. GLAZING: APJACENT TO STAIRS AND RAMPS - WHEFtE THE 50TTOM EXT-OSED, EDGE 15 LESS T14AN 36' A50VE THE PLANE OF THIE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDWs BETWEEN FLIGHTS Or STAIRS AND RAMPS PER IRC SECTION MOSA.6� S. GLAZING; ADJACENTTO THE 50TTOM STAIR LANDING, - WHERE THE GLAZING, IS LESS T14AN 36' AMOVIE TI-E LANDING AND WITHIN A &0' 14ORIZONTAL AFEC LESS THAN 100 DEGREES FROM THE BOTTOM TREAD NOSM PER W_ SECTION R30a.41, RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTICNS R302.10.1 TWROUG;W INSULATION MATERIALS, INCLUDING; FACINGS, SUCH AS VAPOR RETAFVERS AND VAPRO-MIRMEABLE MEMBRANES INSTALLED WITHIN PLOOR-CEILING ASSEMBLIES, ROOF -CEILING; ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME SPFMAD INDEX NOT TO EXCEED 25 W1114 A14 ACCOMPANYING; SMOKE -DEVELOPED, INDEX NOT TO EXCEED 4DO W14EIRE TESTED IN ACCORDANCE WIT14 ASIM E 04 OR UL 123. EXCEFIVON5. 1. WHERE SUCH MATERIALS AIRE INSTALLED IN CONCEALED SPACES, T14E FLAME SPREAD INDEX AND SMOKIE-DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINC;S, PROVIDED T14AT THE FAC-11,12, IS INSTALLED IN SUBSTANTIAL CONTACT WITH TILE UNEXPOSED SURFACE Or THE CEILINS;, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, T14AT IS NOT SP`R4Y APPLIED, COMPLYM WIT44 THE REQUIREMENTS OF SECTION R302JO.3, SHALL NOT BE FEEMIRIED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REMIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 11WEIRE TESTED IN ACCORDANCE WITH CAN/UL0 S102.2. 3� FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED N THE AS111 E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE-MEVELOFIED LIMITS OF SECTION R302.10.1 WHERE TESTED IN ACCORDANCE WITH CA"LC 51022. EXCEPTION. CELLULOSIC P15ER LOOSE -FILL INSULATION SHALL NOT BE FEEMIRED TO BE TESTED IN ACCORDANCE WITH CAN,111-0 5102.2, PROVIDED WC44 INSULATION COMI-LIES WITH THE RE=IMMENT5 or- SECTIONS R302JO.1 AND R-302.103. R302.10-3 =LLULOSIC FIBER LOOSE�FILL INSULATION CELLULOSIC P15ER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC W . CFR, PARTS 120e AND 1404. EAC44 PACXAGe OF SUC44 INSULATING; MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPSC 16 CPR PARTS 120e AND 1404. R30210.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT MR SWARS CENTIMETER. R=jO.D TESTING, TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WIT14 A91M E slo. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND, DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED,, GASKETIED OR WEATHIERSTRIPPED TO LIMIT AIR LEAKAaE. R102.1 VAPOR SETARDERS CLASS I OR 11 VAPOR FRETARDERS, ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6, -1, a, AND MARINE 4. EXCEPTIONS. L BASEMENT WALLS. 2. BELOW -GRADE PORTION Or ANY WALL. 3. CONSTRUCTION WHERE MOISTUIRE OR ITS FREEZING, WILL NOT DAMAGE THE MATERIALS- R102,11 CLASS III VAPOR RETARDr;R6 CLASS III VAPOR RETARDERS SHALL 5E PERMITTED U44ERE ANY ONE OF THE CONDITI" IN TABLE R102.11 IS MET. 'RETARDER CLASS. U�4=UMS SHALL BE BASED ON T14E MANUFACTUMFE'S CERTFIED TESTING OR A TESTED ASSEMBLY. T14E FOLLOWING SHALL ISE DEEMED TO MEET THE CLASS SPECIFIED: CLASS 1; SHEET POLYETHYLENE, UNFERPoRATED ALUMINUM PoIL CLASS 11. KIPAFT-FACED FISERISLASS BATTS. CLASS III. LATEX OR ENAMEL PAINT. IRK102.1.3 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR AS�ap CLADDIN3, FOR THE PURI-OSES, Or THIS SECTION, VENTED CLADPING� 8+4ALL INCLUDE THE FOLLOWING MINIML11 CLEAR AIRSPACES. OTHER OMNM WITH THE EQUIVALENT VENT AREA SHALL BE MfRMITTED. 1. VINYL LAF* OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATI-EFE-fRESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(l.) 2.15RICK VENEER WIT14 A CLEAR AIRSPACE AS SPECINED IN TABLE R-103AA. 3. OTHER APPROVED VENTED CLADDINGS. WSEC; R402A AIR LEAKAGE (MANDATORY) T14E BUILDING T14ERMAL ENVELOPE S+4ALI_ BE =NSTR=TED TO LIMIT AIR LEAKAGE IN ACCORPANCE WITH THE FREQUIRE1,11ENTS, or - SECTIONS R402.4.1 THROUGH R402.4A. R402.4.12 TESTINGi T14E BUILDING; OR DWELLIN3, UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE R,4T5 OF NOT EXCEEDING, S AIR EXCHANGES PER WOUR &wf=1Qm an shE12912t= ING OF: QEEEFICATE LLOEC R401.3 A PERMANENT CEWIFICATE SHALL ISE COMPLETED BY THE BUILDER OR REGISTERED DESIGN FROPEMONAL AND POSTED ON A WALL IN T14E SPACE WHERE T44E FUIRNAC_E IS LOCATED, A UTILITY R4�01`1, OR AN APPROVED LOCATION INSIDE THE ISUILDING;. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF; THE CIRCUIT DIRECTORY LABEL, SERVICE DISCZWECT LABEL, OR OTHER REQUIRED LABELS. T14E CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES Or INSULATION INSTALLED IN OR ON CEILNG/RCOF, WALLS, FOUNDATION (SLA5, ISELOW-GRAOIE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CZ)NDITIONED SPACES; U-PACTORS FOR FENESTRATION AND THE SOLAR 14EAT GAIN COEFFICIENT (SHGC) or FENESTRATION, AND T14E RESULTS FROM ANY REQUIIRED DUC;T SYSTEM AND BUILPM ENVELOPE AIR LEAKAGE TESTING; DONE ON 144E BUILDING. WHERE THERE IS MOIRE THAN ONE VALUE FOR EAC44 COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING T14E LARGEST AREAL THE C-ERT"IFICATES, -144ALL LIST THE T"IES AND EFFICIENCIES OF WEATM, COMING, AND SERVICE WATER 14EATM EQUIPMENT. WHERE A GAS -FIRED, INVENTED RDOM HEATER, ELECTRIC FURNACIE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN T14E RESIDENCE, T14E CERTFICATES SHALL LIST 'GAS-FIRIED, LNVENTED ROOM HEATEFV 'ELECTRIC FURNACE' OR 'BASE150AFED, ELECTRIC HEATER' AS APPROFIRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIFESD INVENTED ROOM HEATERS, ELECTRIC FUIRNACES OR ELECTRIC BASEBOARD HEATERS. DUC;T LEAKAGE TESTING - DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU FES-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 U*EC SEC. R40333. A WRITTEN REPORT OF THE REWLTS SHALL BE SIGNED 15Y THE PARTY CONDUCTING; THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING; AIR LEAKAGE TE&TING; 205 WSSO SEC, R4014 T14E BUILDING THERMAL ENVELOPE -144ALL BE CZNSTIRUCTED TO LIMIT AIR LEAKAGE IN ACA=ORDANCE WITH THE FEE=IFREMENTS OF SECTIONS R402,41 THROUGH R402,4.4 ELMMM bh2Z& RZODENT R�IROOPING: 2015 UNIFORM I1LUM5tNG COVE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL ISS DESIGNED AND INSTALLED 50 T14AT NO OPENING EXCEEDS V2 Or AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUC14 AN MANNER TWAT RATS CANNOT ENTER A IBUILDINS, 13Y FOLLOWING; THE SERVICE PInS FROM THE BOX INTO THE BUILDING. 312.12.2 METAL COLLARS IN OR ON BUILDINGS WHERE OFENIN538, HAVE BEEN MADE IN WALLS, FLOORS, OR CIELMS, FOR THE PASSAGE or FIMS, &JcW OPENINGS SHALL BE CLOSED AND PROTECTED BY T14E INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED To Twrz ADJOINING; STRUCTURE. 312J23 TUB WASTE OFIENIWSS IN FRAMED CONSTRUCTION To CRAUL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE FIZOTECTED BY THE INSTALLATION Or APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING; EXCEEDING 1/2 OF AN INCH IN THE LEAST DIMENSION. WATER HAMMER. 601WO(UPW BUILDING, WATER SUFrLY SYSTEM WHERE QUICK-ACTIW3 VALVES ARE INSTALLED SHALL BE PROVIDED WIT14 WATER HAMMER ARRESTER(S) To ABSOFP45 HIGH PRESSURES RESULTING. FROM T14E QUICK CLOSING OF T14ESE VALVES. WATER HAMMER ARRESTORS -SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO MICK ACTING, VALVES. L1121bawa WSEC SECTION R404 F-REVIE LIGHTIW4 EQUIPMENT PER SEC R404,1 - A MINIMUM OF IS PERCENT Or LAMPS IN PERMANENTLY INSTALLED LIGHTINS; FIXTURES CODE C BE WIGW-IEPFICAr_Y LAMPS. API INTERIOR STAIRWAY ILUMNATION PER SEC R303.1 IIRC INTERIOR STAIRWAYS SHALL ME PROVIDED WITH AN ARTIFICIAL LIGHT SSOURCE TO ILLUMINATE THE LANPINGoS AND TREADS. STAIRWAY ILLUMINATION-SWALL RECEIVE PRIMARY POWER FROM TI-E BUILDING; WIRING� THE LIG44T SOURCE SHALL ISE CAPABLE OF ILLUMNATM TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANPLE MEASURED AT THE CZNTER OF TREADS APO LANDINSMS. THEM SHALL BE A WALL SWITCHAT EACH FLOOR LEVEL TO C4NTROL TILE LIGHT SOURCE WHESE THE STAIRWAY WAS SIX OR MOIRE RISERS. EXCEPTION. A SWITC44 IS NOT REQUIRED WHERE REMOTE, CZNTRAL OR AUTOMATIC CONTROL OF LIGWTING; IS PROVIDED. E EXTERIOR STAIRWAY ILLUMINATION MIR SEC R303h IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIG44T SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLL41INATION SHALL IRECEIVE PRIMARY POWER FROM T14E BUILDING WIRING. EXTERIOR STAIRWAYS FROVIDWS ACCESS TO A BASEMENT FROM T14E OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITHAN ARTIFICIAL LIGHT SMIRCE LOCATED AT THE BOTTOM LANDIWG Or THE STAIRWAY. PER SEC R602.6 DRILLING, AND NOTCHING; OF STUDS SHALL BE IN ArCORDANCE WIT14 THE FOLLOWINGo 1. NOTCHIN3. ANY STUD IN AN EXTERIOR WALL OR BEARING; PARTITION SHALL IBE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONIBIEARIW3 PARTITIONS SHALL BE MIRMITTIED TO BE NOTCHIED TO A DEPTH NOT TO EXCEED 40% OF A SWaLE STUD WIDTH. 2. DRILLINS;. ANY STUD SHALL BE MWITTED TO BE BORED OR DRILLED, PROVIDED TWAT TI-E! DIAMETER OF THE RESULTING. 44OLE IS NO MORE THAN 60% OF THE STUD WVTW, THE EDGE OF THE HOLE IS NO MOIRE THAN % NC44 TO THE EDGE Or THE STUD, AND THE 14OLE 16 NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 69M SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES RE02k(l) AND R6023(2). EXCEF�TION� USE Or APPROVED STUP SHOES IS MWITTED WHERE THEY ARE INSTALLED IN ACIWIRDANCE WITH THE MANtFACTURIESVS RECOMMENDATIONS. DRILLING; AND NOTC44M Or TOP PLATE. MR SEC P602,61 WHEN PIPING OR DUCTWOW 15 PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -SEARING; WALL, NECESSITATING- CUTTING, DRILLING OR NOTCHINGs OF THE TOP PLATE 15Y MORE THAN 50 PERCENT (OF IT'S, WIDTH, A GALVANIZED METAL TIE NOT LESS T14AN 0.054 INCH THICK AND 1-1/2' INCI-ES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITI4 NOT LESS THAN EIGHT IOd NAILS HAVING A MINIML41 LEN3iTW OF 1-1/21 INC44ES AT EAC44 SIDE OR E=IVALENT. T14E METAL TIE MUST EXTEND A MINIMUM OF & INC44ES f1AST THE OPENINg, SEE FIGURE R602.6i moo 2020 1 � Z st 52. z Re �4 a;d 04 z 01`4� t,fli CD :Db E-- .2 F.4 z E zg 0 2. This plan was designed to be nsxrl�.tsd throughout rnany rounucipalities. The purchaser =at wrify ..mpbanec ith all local applicable building codes �hare the Inune is to be constructed. 3. P-huser should he - plans revi-d by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditio- 4. These plane should not be altered by other than a qualified designer, amhi- beet, or structural engineer. Plan No: L2-2133-3L Date: 2015 WHEN THE ENTIRE SIDE OF THE WALL WITH T14E NOTC44 OR = IS COVERED BY WOOD STRUcTURAL PANEL SHEATWIW� &A 05-A0 121111MU vENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF MQUIRED VENTS SMALL BE IN UPFER PORTION OF VENTILATED ROOF SPACE (NO MOM THAN V5121-0111 T14E RIDGE OR HIGHEST PONT) WIT14 T14E BALANCE OF MQJIMD VENTILATION PROVIDED BY EAVE VENTING. PER Ill WSJ ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILMO AM APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SMALL HAVE CRO* VENTILATION OF EACH SEPARATE SPACE BY VENTILATING, OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WIT14 CORROSION RESISTANT WIRE MESK WIT14 'WMIN, 4 1/4' MAX OMNW41 F FAVE VENTS ARE INSTALLED INSULATION WALL NOT OBSTRUCT T14E FREE FLOW Or AIR (MIN. I- SPACE BETWEEN INSULATION AND ROOF SHEATHING o VENT LOCATION, BAFFLING OF THE VENT OFENINGS SMALL BE INSTALLED BAFFLES SHALL BE R610 AND WND-DRIVEN MOISTURE M616TANT. IF FEASIBLE BAFFLES SHOULD 15E INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A PONT VVERrICALLY A50VE THE WE444T OF NON-CCIMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL MULATION. (ALL CALCULATIONS WILL ME NET FFEE AREA) UPPER ROOF: (AREA 1) 1;83 $a FT. OF AVIC AWAr"- 420 Sa M NOTE. UPFER ROOF VENTN3 PROVIDED BY 1'l OF VENTILATION Ill (611 Sa INCHES) AF50 ROOF VIENTS. (50 0 IK PER VENT) UPPER VENTS - 3M Sq. Im (I AP50 YEWS) NOTE: EAVE VENTING PROVIDED 13Y (4)-2 116' DIAMETER EAVE VENT$ - 303 Sq. h 'BIRD HOLEV PER EAVE BLOCK 26 EAVE VENTS x 12' PER BLOCK a 312 Sq. IrL M-2 YVDIA 14OLES - 14.16 Sq. IrL w/0 MESM NFA wl ME614 - 12* 6q. h MR BLOCK LOWER ROOF GAR-43E: (AREA 2) 3131 Sa Fr. Or ATTIC AIll 1.32 Sa Fr. OF VENTILATION REoUiRED ow Sa INCHES) UPPER VENTS . 95 Sq. h (2 AF50 VENTS) FAYE VENTS - S5 Sq. h a EAvE YEWS x 12' MR 15LOCK - Sb Sq. IrL LOWER ROOF PATIO/ FORCH: (AREA 3) ill Sa Ill OF ATTIC AREA/300- _51 Sa FT - OF VENTILATION RECUIRED (82 $2 NCI -ES) UPPER VENTS - 41 Sq. h (I AF:50 VENTS) EAVE VENTS - 41 Sq. h 4 EAVE VENTS x 12' PER BLOCK - 48 Sq. h 'llAENTILATION fREQU1fREMENT%a..11f t*l ;=A\"= \/PMTA) trMIMIQ& IT ALL WARM -AIR FUFl SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND Vz& ED SPECIFICATIONS. NO WARM -AIR FUFl SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, MATWIROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING rURNACES. LIQUEFIED PETROLEUM GAS-SUIll APPLIANCES SHALL NOT ME INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCE$ SO FUELED SHALL NOT BE INSTALLED IN AN A50VE GRACE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 16 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL Or UNIBUIll GAS. HEATING AND COOLING, EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR rLAME CAPABLE Or IGNITING, FLAMMABLE VAPOR5 SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND WITC44ES AT LEAST IV ABOVE T14E FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING, UNIT SHALL ME PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE Wl SEC. 4031.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPS BW GAS VENT SHALL BE INSTALLED IN A0=0RDANCE WITH THE TERMS Or ITS LISTING, MFFl INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L. VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE TI-E HIGHEST POINT WHERE THE VENT Ill THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2'14IGMER THAN ANY PORTION Or THE EUILDIWG WITHIN 10'CF THE VENT. UTILITY ROOM NOTESAJAKE UP AM 1. WHERE THE EXHAUST DUCT 16 C4Nr_EALED WITHIN THE BUILDING CZNSTRUCTICN, THE EQUIVALENT LENGTH Or THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TA& TI-M LABEL OR TAG SMALL BE LOCAl WITHIN r. MET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING, MORE THAN 200 CFMI SHALL ME PROVIDED WITH MAKE UP AIR. U44EIRE A CLOSET 16 DESIGNED FOR T14E INSTALLATION OF: A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN too SQ INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL ME PROVIDED MY OTHER APPR. MEANS. 100 60 INC44 TRANSFER GRILL PER IRC G243SA (614f.) AS AMENDED BY WASHINGTON STATE M16011 GENERAL LOCAL EX14AAJST OR W14OLE-HOUSE MECHANICAL VENTILATION SYSTEMS AND EaJIPMENT SMALL BE DESIGNED IN ACC40FRPANCE WITH THIS SECTION. M1501.2 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET Ill SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DUELLING UNIT AND SMALL ME EXHAUSTED DIRECTLY TO THE OUTDOORS. EX14AUST AIR FROM 15ATHROOMS AND TOILET ROOMS SMALL NOT DISCHARGE INTO AN AMC, CRAWI_ SPACE OR OT14ER AREAS Or T14E BUILDING M15013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM W14OLE-WOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M1501.3.1 THROUGH M150133. MIS013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE SGUIPPED WITH A VENTILATION SYSTEM C40MPLYM WIT14 SECTION M5013,4, M15013.5, MID013.6 OR MISO13.1. C4OMPLIANCE 15 ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WIT14 THE INTIEFNATIONAL MECHANICAL CODE OR ASHRAS STANDARD 62.2. M150132 CONTROL AND OPERATION 1. LOCATION OF C4NTROLS. CONTROL$ FOR ALL VENTILATION SYSTEMS 814ALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR U40LE-HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER Or THE SYSTEM 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE C414TROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE-HOUl VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE C4NTNUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'PAN ON' SWITC44 SMALL BE PERMITTED AS AN OVERRIDE OONTROL. CONTROLS SHALL Be CAPA15LE OF OFMFl THE VENTILATION SYSTEM WITHOUT ENERGIZING OTI-ER ENER3Y-001,161.1111ING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL ME AFFIXED To THE CONTROLS THAT flIOLE HOUSE VENTILATION (SEE OPERATING NSTFaJCTIOl 5. INTERMITTENT WWOLE-HOUSM VENTILATION SYSTEMS. INTERMITTENT W14OLE-WOUSS VENTILATION SYSTEMS -144ALL COMPLY WITH THE FOLLOWING- 5, 1 TI-EY SHALL ME CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 5.2 T14EY SMALL HAVE CONTROLS CAPABLE OF: OPERATING THE EXHAUST PANS, FORCED -AIR SYSTEM FANS, OR SUPPLY PANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED 60 THAT IT CAN OPERATE AUTOMATICALLY BASED ON T44E TYPE or CONTROL TIMER INSTALLED. 5A THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY Foul 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL., SUCH As A 24-HOUR CLOCK TIMER. SA r;,.l AT THE TIME OF: FINAL INSPECTION, THE AUTOMATIC CONTROL. SHALL ME SET TO OPERATE THE WHOLE -HOUSE PAN ACC-ORDING TO THE SCHEDULE USED TO CALCULATE THE UA40LE-WOUSE FAN SIZING. 5.8 A LABEL SMALL BE AFFIXED TO THE CONTROL. TWAT Il 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MIDiM.3.21 OPEIll INSTRUCTIONS INSTALLERS SHALL PROVIDE T14E MANUFsACtUREFl INSTALLATION, OPERATING NSTRLICTIOl AND A U40LE-14OUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M19013.3 MECLIANICAL VENTILATION RATE THE WHOLE-HOUSS MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EAC44 DUELLING UNIT AT A CONTINUOUS RATE Or NOT LESS THAN THAT DETERMINED IN ACCORDANCE WIT14 TABLE M15013W). EXCEPTIOM THE WHOLE -HOUSE MECAHANICAL VENTILATION SYSTEM 15 PERMITTED TO OPERATE INTERMITTENTLY WHERE T14E SYSTEM WAS CONTROLS T14AT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EAC44 441CUR SEGMM14T AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133MIS, MULTIPLIED 15Y THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). M150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PIM&C-RIPTIVE REQUIREMENTS FOR W14OLE-HOUSE VENTILATION SYSTEMS INTEGRATED WIT14 FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENT$ OF THIS SECTION SMALL BE DEEMED TO SATISFY THE RECUIREMENTS, FOR A U40LE-WOUSE VENTILATION SYSTEM. MI"13-5.1 INTEGRATED WlSE VENTILATION SYSTEMS, INTEGRATED W14OLE-HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT T14E RATE CALCULATED I IWG SECTION MIS0133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EAC14 HABITABLE SPACE THROUGH TI-E FORCED -AIR SYSIEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR NLET DUOT 00tINECTING A TERMINAL ELEMENT ON T14E OUTSIDE Or THE BUILDING TO THE RETURN AIR PLENA21 Or T44E FORCED -AIR SYSTEM, AT A PONT WITHIN 4 FT UPSTREAM Or T44E AIR HANDLER. THE OUTDOOR AIR INLET DUCT C4NNIECTION TO THE RETURN AIR STREAMI SHALL BE LOCATED UPSTREAM Or T44E FORCED -AIR SYSTEM ISLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL. SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CCINNECTED TO T14E AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED MOU) RATE SMALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. MM013-52 VENTILATION DA= INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE NSULATED TO 1141MLM 0 MlSg�,3 OUTI=AIR NL9TS. NLETS SHALL BE SCREENED OR OT14ERWISE PIll FROM ENTRY BY LEAVES OR Ol MATERIAL. OUTDOOR AIR INLETS, SHALL ME LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS- L CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET 16 3FT ABOVE T44E OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR INSANITARY LOCATIONI. 4. A ROOM OR SPACE HAVING, ANY rUEL-MUFNIN33 APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING, IS AT LEAST 3 FT ABOVE THE AIR INLET. &. ATTIC, CRAM SPACES, OR GARAGES. 4. 404211'1 SEC. M1501 M1501A.1 LOCALEXWAUST EXHAUST PANS PROVIDING LOCAL EXHAUST SHALL WAVE A MINIMUM PAN FLOW RATING NOT LESS THAN 50 ofin AT 025 INCHES WATER GAUGS FOR 5ATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 aft AT 025 INCHES WATER GAUGE FOR KITCHEN$. MANUFACTURMIll FLOW iS SMALL BE DETERMINED AS PER MIA IV& (APRIL I-JW) OR AMCA 210. E IONg U94EFZ A RANGE HOOD OR DCUN DRAFT EX14AUST FAR 18 USED TO SATISFY T44E LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE 1400D OR DOUN DRAFT EXHAUST SMALL NOT BE LESS THAN 100 onn AT 0.10 NC44ES WATER GAUGE. M1501.42 LOCAL. EXHAUST C474TROLS LOCAL EXHAUST SYSTEM$ SMALL BE C4NTROl BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS, LOCAL EX14AUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. DWELLING NUMBER or 13EDROOMS UNIT FLOOR AREA(SP.) 0-1 2-3 4-5 >1 AIIRPLOUJ IN CI-M ,I,S00 30 45 SO IS so IWI-3000 45 roo 15 130 105 3001-4,500 60 IS W 105 120 4,501-6000 IS W 105 120 135 6000-IAOO 130 100 120 135 ISO >11500 too 120 135 ISO 16= MW=22 MWITM MIME NQIM MQH&=& AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS too r-fm INTERMITTENT OR 25 cft CONTINUOUS ISATHROOMS-TOILET Ill MEC44ANICAL_ EXHAUST LAUNDRY ROOMS CAPACITY Or INDOOR SWIMMING 50 cilln INTERMITTENT FOOLS 4 SPAS OR 2o cfm CONTINUOUS i rill, �,4r ENERGY CREDIT OPTIONS: fla, 3a, 5a, r7c - 3B CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE 16 BASE ON TABLE Ill WITH THE FOLLOLUING4 MODIFICATIONS: - VERTICAL FENESTRATION U-028 - FLOOR Ill - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLA5 - BELOW GRACE SLAB, R-10 PERIMETER AND UNDER ENTIRE SLA5 OR -coMPLIANCE BASED ON SECTION Ill REDUCE THE TOTAL UA BY 5516. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (10 CREDIT) - GAS, PROFANE OR OIL -FIRED rl WITH MINIMUM AFUE OF: e4%, OR - GAS, PROl OR OIL-FIFl MOILER WITH MINIMUM AFUE OF S2% TO QUALIFY TO CLAIM THIS CREDIT, THE IBUILDIING PERMIT DRAWINGS SHALL SPECIFY THE Of*VON BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT r1rE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - IFT-1 WATER PEAl (0.5 r-REDIT) - ALL SHOWERMEAD AND KITCHEN SIN< FAUr_ETS, INSTALLED IN THE HOUSE SHALL BE RATED AT LIS GPM OR LESS. - ALL OTHER LAVATORY FAUCETS _844ALL at= RATED AT 10 GPM OR LESS. TO QUAUPY TO CLAIM THIS r-REDIT, THE BUILDING PERMIT DRAWINGS, SHALL SPECIFY THE Ol 5EIW3 SELECTED AND SHALL SPECIFY TI-E MAXIMLN FLOW RATES FOR ALL SHOUEPHEADS, KITC14EN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT LUATIER HEATIWa 0.5 r-REDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF T14E FOLLOWING: - GAS, PROFANE OR OIL WATER HEATER LUITH MINIMUM EF Or O.S1 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER. SOLAR WATER HEATING UJILL PROVIDE A RATED MINIMUM SAVINGS OF es THERMS OR 2000 kUh BASED ON THE SOLAR RATING AND CERTIFICATION COWORATION (5RC-0) ANNUAL PERIFORMANCE Or OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTIll HEAT PUMP WATER HEATER WITH MINIMUM EF OF 20 AND MEETING THE STANDARDS Or NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMF WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DIll SHALL SPECIFY THE OFITION 5EW3 SELECTED AND SHALL SPECIF'r THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. REVIEVVED FOR CODE COMPLIANCE APPROVED JAN032020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA HOUSE NUMBERS TO IBM V1515LE 4 LEG115LE WITH CONTRASTING OCT 2 3 2019 MACr,j3Fl FROMTHE STREET FRONITING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. PERToIT CENTER 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. Ill 1. Contractor or builder must wrify all dimensions before proceeding .1th construction. 2. This plan - designed to be Ttfsd throughout many ren-aipalitica. The purchaser must wrify compliance with all local applicable building codes �h the he-. is to be coml & Purchaser should haw plane -,ie-d by . li.- eased builder ad st-t- _I engineer for carl ance to -Pacific site a.- diti.- 4. These plans should act be .1t.r.d by other than goliffied, designer, archi- at or tructural engineer, I Plan No: j IDate: I M1501A LOCAL EX14AUST LOCAL EXHAUST SHALL BE PROVIDED IN EAC14 KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING Ill SPA, AND OTI-ER ROOMS WHERE WATER VAPOR OR COCKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEM$ SHALL BE DESIGNED TO WAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI501A. I MkN1A SIDING MR ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER MARM 0%5T*NT SHOATHINS OR SUBSTRATE FINISH SIPIN& 69M TRIM FLASHINS AITH S" MIN. VMTIr.AL LE& ORIZONTAL POOP TRIM 9/4xD ISAND MD. A/ FLAISHINO 5/4x 0 ISAFEGE UY Ig D(& 4 W RAKE TRIM 514x6 AINDOA, DOOR 4 WIRNER TRIM a MU 5/4x4 CORNER DDS W EXP. HORIZ. SIVINS- CEDAR SHAKE SIVINO S/4xIO ]SAND YV FLASHIN& COPYRIGHT 2007 .andmark DoeIgn Ino. ALL PJGWrS RESERVMD 2xrp EXTERIOR WALL 1/16' PLY OR OSIS SHEATHING, TYP. SIDING MR ELEVATIONS — OVER VAPOR 15ARRIER, PRE -FINISHED CONTINUOUS — SHEETMETAL FLASHING, TYP. COMP. ROOrm OVER VAPOR ISARRIER ATOP 1/16' PLY OR OSIS SHEATHM, TYP. TRUSS OR RAFTER PEP, PLAN 'N WIN TYP PER SIDE if: SITE REQUIRES ............ loll MIN Lo 7111 nECEIVED CITY OF TUKWILA NOV 27 2019 PERMIT CENTER ............... 11 NS� .......... Lolls 1110 in Ellin 71 +Ll"I'm I i 111 5/4x& 15AW 5D. 5OU7H ELEVA710N ATOP SLAB e MONT HOUSE NUMISER --/ * IW-4n PORC+ffs AE57 ELEVA71 ON LEG15LE WIT14 C 1/411=11-011 SPADE TO SLOPE AAAY A/ FLASHIN6 MOM FOUNDATION A MIN. 11-on ISACKGROUND F OF 61, P41THIN THE FIRST 10, 1/4"= � FRONTIWS TWIE I. Aa 40 7 a) L ant C, NO% Id AR Ok REVIEWED IOR CODE COMPLIANCE APPROVED JAN 0 3 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verity all dimenelonn before proceeding with 2. This plan wav designed to be marketsd throughout many bc�umcipalitia;j;bc purn s, r must - cora lianne with all local appTemble building cod a �her. the no-. is to be constructed. 3. Purchaser should have plans reviewed b — aa� a lio 7ed builder stmet— ., engineer for compli— Pa. to specific sit. U.... 4. 7hese I . should . t be .1t.-Ibyath- in — qualified designer, n.bi— tec� or structural engineer. Plan No: L2-2133-3R Date: 10-1-11B I le,/&)�twj �wn -;n UR5 j j SWWR. , I Er, GLASS So CX_M j ENCLOSURE S.G. r.10.40 X0 MSTR.DATH EGRESS CLG. j MASTEFt 5r: OKOOM a, CLG. fLo �'D dli) -S' V-2' 7 Ilov SZ>. L 131 STORA6r: j L a, CLG. Ln L j 21X& IWIAALI W P W LV.TIO J L F_ -1 10SINK J &D 12. UTIL. �2' a, CLG. A/ L W1 51 TU5 W OPEN TO BELOA t 2 SHWk 5'-2- v-a. V-4- B�Atf7T�H CLG. 110 E.F. so CrM SHELF �D& 4/" /0 FX 4-, A.-ol r 5.-3. r2. "-P 110' V I 5EIlROOM-2 a, CLGF. 5r=17ROOM-5 -------------------- 0 X0 0 EGRESS U!=5FER f2L_QQ'TG12% PLAN 1/4"=11_011 INJERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IfRc INTERIOR STAIRWAYS SHALL BE PROVIDED WIT44 AN AIRTINCIAL LIGHT SOURCE TO ILLUMINATE THE LANDWSS AND TREAD& STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM T14E BUILDING WIRING. T14E LIGHT -',OUI;?J--E SHALL ME CAPASLE Or ILLUMINATIWG TREADS AND LANDW35 TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO C4DNTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MOIRE RISERS. EXCEMON. A SWITC44 15 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF 1-1644TING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303D IRC EXTERIOR STAIRWAYS 844ALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDIW3 OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 114S BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM TI-E OUTDOOR GRADE LEVEL SHALL BE PROVIDED WIT14 AN ARTIFICIAL LIGHT SMRC-E LOCATED AT THE 50TTOM LANDING Or THE STAIRWAY. GENERAL NOTES: 1. ALL WOIR1< TO BE IN CONFOFRMANCIE WITH 2015 IRC. 2. VENT ALL EXHAUST PANS, DRYER VENTS AND RANGES TO OUTSIOES. 3. VENT WATER HEATER PRESSURE IRELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLU'151NG AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. ro. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P11. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM ID GP.M FLOW. 1. ALL GLAZING WITHIN &O'A50VE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF: DOOR OR WITHIN 16' Or FLOOR TO BE SAFETY GLASS S. SMOKE ALAF41S - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EAC44 SLEEPING ROOMS, OUTSIDE EAC44 SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY Or THE BEDROOMS. ON EACH ADDITIONAL STORY Or THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A 5ATHTU5 OR SHOWEP_ ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION Or ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. 5D.. 9 -SMOKE ALAW-CAR50N MONOXIDE COMBO. 10. PROVIDE C-495ON MONOXIDE ALARMS PER SEC. R315 AN APPROVED CAR50N MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEP'ING AREA IN THE IMMEDIATE VICINITY OF: THE BEDROOMS. F�ER 2015 IRC 4 WA STATE AMENDMENTS SEC R315. It. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R,403-53 ' 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-5 PER WSSC R40331 DUCTS WITHIN A CONCRETE SLAE, OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDIWG. PER R30352. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROL*H HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER PACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, T14E PiPE S14ALL BE FIROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND FRAMING MEMBER AND THAT EXTEND NO�T5�E*6 THAN 4 INCHES TO EACH SIDE OF THE 46�1[W. MEM5EP_ WHERE THE FRAMING MEMBER TwAt,,THE PIPING PASSES THROUGH IS A BOTTOM PLA-ii 50TTOM TRACK, TOf-,_PIfATE OR. TOP TFRAcr,"�,ii4r= SHIELD PLATES�SHALL COVER THE MEMBER ANDtXTEND NOT LESS THAN 4 INCHE ABOVE. THE 661-rom FRAMING MEMBER AND No'� LES6�,THAN 4 IN614ES'ElELOW THE TOP FIFR4MING"-_ 15�,,�,��ATTIC 4 CI;;?AWL OR DOOIRS Wr=AT4EkSTRf_ INSULATED TO 4LE�iL,palUIvALENT TO T44 NSULATION ON THE SuiRR6WbINC: SuoFAc- its Ir.. U C'LE H6460g)*NTiLATION 24 HIR TIMEP, READILY AcckesiaLE"i-WITH LABEL AFFIXED TO CONTROL THAt�,RzAos 'WHOLE HMSE VENTILATION'(SEE _��---C,PgRATING INSTRUCTIONS) ft.'bRYEP, DUCT spEciriEm LENGTH PER SEC M1502A-5.1. THE MAXIMUM LENGTH Or THE EXHAUST DUCT SHALL BE 35 rEET00/o6ftm) FROM THE C42,1NECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, T14E MAXIMUM LENGTH Or THE EXHAUST DUCT SHALL BE IREDUCED IN ACCORDANCE WITH THE TABLE 1-11502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. I& CAVITIES LUIT44IN COIR!,IERS AND HEADERS Or FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITW A MATERIAL HAVING A THEFRMAL RESISTANCE or- R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.11 UTILTY ROOM NOTESYMAKE UP AIR, PER IRC G243S 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PER"ANENT LABEL OR TAG. THE LABEL OR TAG 614ALL BE LOCATED WITHIN Cp FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CF1M SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET 18 DESIGNED FOR THE INSTALLATION Or A CLOTHES DRYER, AN OPENING HAVING AN AREA Or NOT LESS THAN 100 Sa INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER A MEANS. - =--- i - 100 80 INC44 TRANSFER GRILL WHOLE HOUSE VENTILATION: INTEGRATED - INTEGRATED WITH FURNACE SEE -044EET N-2 FOR REQUIREMENTS. USING EXWAUST FANS:. PIROVIDE WI-F 4 FFRE-044 AIR INTAKE PER SWEET N-2. -REFER TO SWEET N-2 TABLE 1501330) 4 150133(2) FOR PAN SIZING AND RUN TIMES T002 THOMYR00 .oni ngtooG Aumbna.11 CEIVRmapf eTROIR JjA '401-0. V-6. 3'-34' 4'-0' 4'-0' 4'-2j' I/&x5/j Xox - - - - - - - - - - - - -- - - - - CIO IREC) IWO H 17ININ6 ROOM x C. &xrlb Fx 5'1o�x& XO 21rok&10 I->< 2 (SREAT ROOM V CLG. r)uj Z_ METAL F[FREPLACE INSTALL PER MFR SINK SPECS, PROVIDE 5a IN. OUTSIDE AIR R40 too CrM X L E.F. \,TO$ T= REF'R F_ UNDER STAIR PROTECTION L PER P302.1 a, WIGI _J 2:L<6 COFF E 313 V UP r FRAIL OR D09R DEN V CLG. 10 Ilov -0 ENTRY S.D. OPEN TO ABOVE L - - - - - - V-0- 2'-S' V-4- Ej M 00 le L N 1% MIN. SOLID COFRE - 2 SELr CLOSI NG DOOR WOODATEEL M OR 20 MItL RATED WALL MOUNTED i4 HOT WATER SYSTEM (ENERGY FACTOR-O.Sf) So -1 PORZH rpXro FT I IOST W1 CLC CONIC. 2/0x5�0 SH 10'-2- (5AP.A6r= USE 1/2' GW5 ON ALL WAR!"! AND STRUCTURAL WALLS. (1) LAYER 5/61 TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' (3-iW5 NO DUCT OPM IN GARAGE. IDUCTS THROUGH CLG OR CaIMOIN TO HOUSE, JMWALL IN� 2 9/0 x 510 O�4. DO�* V-3' I&/0 x 8/0 0.14. DOOR 161-3. Iio_ P If— c BLUE 1.3 AWS TRACER W", QUIRED AT NCN- �4AIN f"LOOR FLAN MINE WATER SERVICE PIPING PER UPC 604.'5. MAIN FLOOR: UFFER FLOOR: TOTAL: ISARAISE: FRONT FORCH: REAR FORCH: gicl 1 50. FT. 11,42 50. FT. ZaB 50. FT 61a 90. FT. (ob 50. FT. 100t 90. FT. .�LANDING AT 'EXIT' DOOR NOT TO 15E LOWER THAN IB INCHES FROM TOP Or THRESHOLD (R311,31) REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 3 2020 city of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER z r Z� z 41�r z 1. Contractor or builder _.t "rify all dimensions before proceeding with 2. This plan was designed to be marl�e�edrgb"' ti many .-,Pa i . he pfcPha.s.e.r ""t verify a ra it a with all local applicable building codes where the h me is to be constmeted. 3- Purchaser should have plans reviewed by a ]to- cosed builder and stmet- ural engineer for compli- ance to specific site con- diti.... 4. The— p .- should not be altered by other than a Z,u:hifled designer, archj- t' or structural engineer. Plan No: L2-2133-3L Date: 10-1-ICJ N Z1. 0.8 0-4 5. 9 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 repo prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) (�)FOUNDATION AT F,4TIQ NTS 7� 2 r- -T— III b j 4' CONC. 5L,45 FREVENT WOOD TO CONC. CONTACT 1111 CONT. FP�6-� OR AFFROVED MEM5RANE j R, 40'-0' 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASS r14 SIM. 0 4 BARS 19. O.C. -2 T II NJ -7 7 q. 4'� 14'-4f 4-- 4--S-1 ;DF2 =,Py VISC WEE V, V� 4=011 rp MIL Z 51� RRIER THF X=- Cl! C" n IPIT -E Lo 41 & 1 15 1, L A -ill 14 4'-4 4' 4 41 5' 52 U TY M Jig z J 5 1 r 1' 21 MIN. It 36 1X36 LANDING T X A 4', 51LOCKOUT FOR j�, DOOR j A411 IL :1 E�- -4 15AF Is, OZ. 101-11, L 4' CONC. SLAI &x& P.T. POST W/ CBQ BASE ON 3&'x3b' 12' `FTG. OVER 41 COMPAC CONCRETE $AND AND GRAVEL 5AS W/ 4-*4 EA W14Y al �zll �3 6� XA61", (TYP or 3) '-441 911-3. 4j -4jj 161-31 --41 L 101-0. 1131-01 t 40'-0' 5TU5 04 5ARS INTO r-ONr-. SLA5 6 la' O.r-. FQUNI;�A71 ON FLAN 1/.411=11.011 STWO EDGE DISTANCE 1-1/2' MIN BUILDER TO DIETEWINE IF STHD OR STHD/PJ 16 APPROPRIATE. 12'MNIM AWAY FROM HOLDOWS COPYRIGHT 9007 Landmark Doeign Inc. ALL ROWTS RESERVED 4x4 P.T. POST W/ PB BASE ON 24*x24*xl2* OONCRETIE= FTS#. j EACH WAY 110) 011", 4x4 P.T. POST W/ P5 BASE ON 24'x24'xl2' .ONCRETIEE FTG. W12-0 4 BAR5 EACH WAY (2 PLACES) IF in A. 7 irV I 4' 0 SCHIED. 40 STL. BOLLARD 4-3/5'X3' ANCHOR Ek (SIMPSON TITAN 140 C 4' CONCRETE SLAB L — - — - J�i\— I5'Xla,X&, SIDE A CONCRETE FOOTING 14� t0r& MTI7PAN FOUNDATION NOTES: 1. ALL FOOTING36 TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN OONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4xI0 DFIL 02 ON 4x4 POSTS (4xro AT SPLICES) ON 24'01A. x 8' CONIC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCI-101I AGAINST LATERAL MOVEMENT. S. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. ro. 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 T44E INSULATION ON THE SUFMOUNDING SURFACES. 6. PROVIDE CRAWL SPACE VENTILATION MR IRC SECTION R40S. -FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP Or THE VENT IS BELOW THE LOWER SURFACE Or THE FLOOR INSULATIOK 5. INTERIOR GREADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER. 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. it. iNDir-ATlEs 'SIMPSON' HOLDDOUK 12. SEE SHEARWALL SCHEDULEFOR ANCHOR BOLT SIZE 4 SPACING (SWT 61.0). 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 comer of the building nearest the p—ro'perty line and not, necessarily measured from the exterior foundation. 4 - RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 a 2020 I City of Tukwila L2�11LDING DIVISION USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ11O JBI/150 - &.60 So- FT. PROVIDE SCREENED VENTS 10 VENTS IREQ'D CRIPPLE WALLS- PER SEC. R602.S CRIPPLE WALLS $HALL 51E FRAMED OF STUDS I SMALLER THAN THE STUDDING ABOVE WHEN EXCESDING4 4' IN WT. SUCH WALL$ SHALL 51E FRAMED Or STUDS HAVING THE SIZE REQUIRED FOR AN ADDITIONAL STORY. CRIPPLE WALLS WITH A STUP HT. LESS T14AN 14' $HALL ME SHEATHED ON ONS SIDE, FASTEN TO TOP 4 50TTOM PLATE. OR CRIPPLE WALLS TO BE CONSTRUCTED Or SOLID BLOCKING. Z Z I. 01irw) 1, Contractor or builder must —ify all dimensions before proceeding with construction, 2. This plan — designed to be ncarl�,lod —ughou .say rannucip.liti— The purchaser eaust verify compliance with all local applicable building ad . �h— the home is to be constructed. 3. P--b-.r should he — plans revieend by a he - eased build r and struct- are, cogracer for compli- aace to specific site can- ditiore. 4 ' These plane should not be altered by other than a qualified designer, archi- to" or structural engineer. Plan No: j L2-2133-3L F Date: 10-1-le 4X4 PT POt EPC 4X4 PT PO4 EPC (TYP 4 ALL HEADERS TO BE 4xS 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 14AVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS PER IRC SEC. 50231.2 AND SM.10Z AS WELL AS THE TRUSS INSTITUTE'S BUILDING COMPONENT SAFETY INFORMATION. 3. NO TFilSS SHALL BE FIELD-MOPIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM Or 22'xW' PER IRC SEC. PW1.1. -ACCESS HATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRC SEC ROM 6. <1 REI R TO SHEAR WALL SCHEDULE. MANUFACTURED TRUSSES MANUFACTURERS INSTALLATION INSTRUCTIONS SHALL BE AVAILAISLE ON SITE AT TIME Or INSPECTION, FOR THE INSPECTORS USE AND R El RENCE I �0 ROOF OVERFRAME NOTES: Ifer- SEC Rama 1. RAFTERS SHALL BE FIRLAMED TO 2x RIDGE BOARD MR PLAM RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH T14AN THE CUT END Or THE RAFTER. (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). . I ;.Ir T-&� I r. 1; INSULATION ARZA) !Ft 0 9 PLY t :-:7) rfvizf 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED Wlbd MAILS * 241 OZ. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4XS DF 42, UNLESS NOTED OTWERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WIR-10 RIGID INSULATION. B. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AND SUPPORTED MY SOLID BLOCKING OR MY ANOTHER APPROVED METHOD. S. MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE ro. R"ER TO SWEAR WALL SC44EDULE. I-STAIS - ISEAM LSTA36 - HOR 4 SILL TO 3x BLOCKI�� To Top PLATE (TYP. 2 PLACES' ) ai -) (TYP OF 2) SECONC) FLOOR FRAMINS PLAN 1/411=11-011 nECEIVED CITY OF WKWILA NOV 2 7 2019 PERMIT CENTER z 0 a 'a z Fj—EV-1EWED FOR CODE COMPLIANCE APPROVED JAN 0 3 2020 City of Tukwila BUILDING DIVISION 1. Contractor or build - must verify all dimensions before proceeding mith construction. 2. This plan — designed to be rnarketed throughout many municipalities. The porch ... r crust verify compliance with an local applicable building code. where the home is to be construeted. 3. Puvuha— .1—ld he - plans -viewed by . he— =d,bi�ld.r ad t—.t— ng-eer for compli— area to peelfi. site ditions. 4. These plans should not be altered by other the. s quell led designer, archi— ft teck or structural irsgi—, Plan No: L2-2133-3R Date: 10-1-is SOLID TIGHT FITTING TRUSS 15LOCKIWz (SEE DETAIL THIS SHEET FOR EAYE VENTIWz) 2x9 FASCIA BOARD 2x& 02 OF STUDS 0 16' O.C, ATTACH STUDS TO TOP 4 50TTOM PLATE WITH (3) 16d FRAMIh* MAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLA A SINGLE STUD. INSTALL 2x& WOOD STUC HORIZ AS CROSS-BRACIWG POSITIONED MID -HEIGHT OF THE WALL. %'TTPE'X'GW5 APPLIED VERTICALLY W1 HORIZONTAL JOINTS BLOCKED AND FASTENED U116d CEMENT COATED 1%' CUP -HEAD DRYWALL NAILS W/0915' SHAW DIA 4 1/4' HEAD DIA SPACED S' O�C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED W/(2) COATS or GYP" CIDMPOURD. A MIN. 2' PAPER PLASTIC OR FIBERGLASS TAPE MUST BE _ ,ARft BOA= W TRUSS MD M40 TrUft IN V PROM PACs OF AAW 051 TYPE X am A&' LP PUA?-� XTMOR #A" COVISIMAS, 1. PIMMIA CO-ONT 2. TI-11 SIDINS, S. ROM FIMR PANEL 4 CEMENT PLAWMA (67t"O) 670M. 910INS 2xb K*" STUD TNIdKNM,2-1W (PIIW APMOX A116W, 'I RSP (PIRW FIRM 71207. LL 264 v_ tam 6A51-rz CN2 FIRE-AALL PETAL LESS THAN 51`0 THI! PROPIERTY LIM &A FILE NO, W 5640 (SENERIC I HOUR) ONE LAYER 4b, TYPE x Gus APPLIED EMBEDDED IN FIRST LAYER OF EXTERIOR UIALL COVERING: 1, FIBER CEMENT BOARD EACH SIDE Or MIN 2X3 STUDS TURNED COLIMPOUND OVER WALLBOARD JOINTS. PARALLEL OR AT RIGHT ANGLES TO JIV LPe rLAmEsLOcK- FiRE-RATED OSS SHEATHING WA-rvm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE Or WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS IBLOCKIRD 4 W/pYROTITE LAMINATE FACIWG THE OUTSIDE 4 MUST ME ATTAC44ED TO T44S STUDS WAIV6d C40MMON NAJLS SPACED rg' =. AP4" FERIMETER 4 12, or_ IN THE FIELD. SV2' T44ICK NOMINAL 3 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE UJOOD STUDS, CROSS-5RACIWa 4 TOPABOTTOM MATES. WEATHER BARRIER FASTENED 0\4 -444EATHM USING SUFFICIENT FASTI TO PREVENT AIR POCKETS IN THE , 2. TI-11 SIDING FLATWISE, 24' OC. WITH rod 3. WOOD FIBER PANEL CEMENT -COATED NALS, 1-16' LOW4, 4. CEMENT PLASTER (STUCCO) Ojft]S SHAW�, 1/4' HEADS, I' O.C. S. STEEL SIDII4G HORIZONTAL JOINTS STAC40MD NOT DESIGN: (lr-r--ES R4FORT - ESR-1365) WALL TYPE 43.4 - I HR EXTERIOR WALL ASSEMBLY LESS THAN 12* ON OPPOSITE SIDED. NO SC EAVIEES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IfRC 302 4 TA15LE R302.1 I HOUR Fz1Rr=-RE!51571\/E 1;�F.7AIL5 FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302J2 1. IN CONCEALED SPACES Or STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS - A. VERTICALLY AT THE CEILIWs 4 FLOOR LEVELS S. HORIZONTALLY AT INTERVALS NOT EXCEEDING 2. AT ALL INTERZONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CSILWaS. 3. IN CONCEALED SPACES AT STAIR SMW-sER5 AT THE TOP AND BOTTOM OF THE RLK ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENIW--h AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FREk PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. LU 3: 3: 9 -fie W 15 IU 2: :3 '00 5 F 01'a 3: tit 2t! iu Cj IU 3: 13 :1 9 -!W _1 JU IL z GRADE AT LEAST 40% 4 NOT MOM THAN 50% OF REOUIRED VENTS SHALL ISE IN UPPER PORTION Or VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW T14E RIDGE OR WIC-04EST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTIWs. 6-L&j 6ARA&E TIGHTLINE 1:2 BATH UTILI 11 1PEN TYP. INT. WALL (2) 2x4 TOP M 1/2' GIR S 00 2X�or 2X4 SOT. 12 UJ/ IN .36' MIN. roxro pT POST 11/6, TYPE w Gus SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE AR50 ROOF VENTS (50 Sa IhL NET FREE AMA) SOLID TIGHT FITTiWs TRUSS IBLOMWa 2xS FASCIA BOARD 2x STUDS PER PLAN 'Yo' SHEATHWS EXTERIOR WALL COVERNG PER PLAN EAVES WITHIN 5'-V' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 _4 A UF TRUS 24' F I Ws AN7 STORA67r: FNTR KITrHr=N ro MIL V S=EEN VAPOR 19 BARRIER THROUGHOUT CRAMSPACE LAP SPLICES 12'MK 4' DIA PERF. PIPE PEA GRAVEL FILL 1f;23U1L1;)1N6 5E4,710 WRAP I.U/ FILTER FABRIC FLOOR CONSTIRLICTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 "LEE) TO (SEE FRAMING PLAN FOR SIZE AND SPACIWs) STAIR NOTES: NANDRAII. TO me PREMENT' ON MR W, F4311 . 4' SPHERE SMALL ON AT LEAST ONE 0102 OF STAIR STRINdAM TO as PIRE BLOCKED AT BOTH TOP AMID NOT PAM TMIROUd.4 MAN04RIP PORTICN OF HANDRAILS, BOTTOM Wl ALL USABLE SPACE UNDER STAIRS To BE I WOUR 4 A MK RADIUS OF SV. FIRCUIRED GUAPPRAILS70 BE 36, CONSTRUCTION. MIN. IN MIGHT. MAXIMJM RISE TO ISE 1-3/4. OPENINGS PM REQUIRED CALARDS ON MINMH RN TO BE IV. THE 600 OF STAIR TREADS SMALL NOT MINIMLIM WAD HEIGHT TO BE 6'-V. ALLOW A OMM 4 INCHES M&W To PASS TMIWU2K MIN"M STAIR MT14 TO ISE 26'. FF574DE CONTINUOUS HAND RAIL 34'TO 3V OFP AtWMAX TREAD NOSING AND MIST EXTIM0 BEYOND BOTTOM TREAD. JST. PER PLAN, PROYIDE GUARD RAILS AT LANDINSS MINMUM 36' NIGH W/ CLEAR SPACE MANC01UP PORTION OF MANDRAIL SMALL BE NOT LES6 I V4'NOR MORE TWAN VIN CROSS SECTIONAL DIM, 1 10. HK 10 TIE AT EA ST104ER WINDING TREAD$ 74 6'ePHM MAO" PER IRC_ FMID21 TO PASS TMIIIOU�I OPENM SPIRAL STAIRS BELOW STAIR INSTALL It' PROVIDE MIN I LIVRIN a A POINT 12' CAM * CELIMS, AND WALLS FROM WHERE TREAD 16 NARROMT e3) 2= 6TRMOBEIRS PER W_ R3111"i "M OLOMING 4 MD -WAN A%V 0". R4MMUIL 34' 38' ABOVE TREAD NOSR�� 111 WITH STMeM F AFEA IMM ow STAM 13 INIMED IPICKIFTS PER IRC 2X4 T~T BLOM 11 PT R! INTERIOR IDECK JOISTIS MR PLAN P.T. 2XI2 PM JST TO STROW4210 MU212 MT1_ MANGERS TREAD$ AT EA STRMER EXT RIOR COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SWEATWIW3 GALV. STEEL. ALL ROOr FLASH[Ws To BE MIN. 2S GA ROOF DRIP EDGES MR SEC. RBOS2.05 PROVIDE DRIP EDGE AT EAVES 4 GABLES W1 A MIN. 2' OVERLAP. MASTER BATH STUD NOTCHING AND 5ORIWI BEARW_* OR EXTERIOR WALL NOTCH 25%, BORING 4M. 60% ISORW_5 IF DOUBLED 4 LESS OR ECOJAL SUCCESSIVE STUDS. NON-ISEAR]Ws MAXIMUM NOTC44 40%, BORING 60% HOLES NO CLOSER T14AN 5/S INC34 TO FACE OF STUD. TYPICAL EXTERIOR WALL (2) 2x& TOP R 2xro STUDS 0 16'=. 1/2' SHTG (APA RATED 24/0) WATER PROOF BARRIER IPININ(S EXTERIOR SIDING ROOM PER ELEVATION R-21 INSULATION U11 C4:;NT. VAPOR 15ARRIER (WARM SIDE) M-95 INSULATION HI&H DENSITY . . . . . . . . GRADE REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 3 2020 City of Tukwila BUILDING DIVISION NO SCALE I RECEIVED CITY OF TUKWILA COPYRIGHT 2007 NOV 27 2019 Landmark Design Inc. A" Rhr*M RESERVED PERMIT CENTER 4. 'm -94 a 1% 9:11 z z I IIS 1. Contractor or builder na ,�,xt v= all ditnens! om ceding vith construetion. 2� This plan designed to be caarketed throughout unicipalities. The P_ =, r must -rify manU ..p' ce, �slth a I .. I applies.. building code. �h th". hana. is to be constructed. 3. Pur.ha.er should b plans iewed by . lic- ...ed builder and truct- ural engineer for compli- t ditions. specific -it. c_ 4. These plans should net be altered by other than �.ul led.= ar�hl- at%'r engicam Plan No: L2-2133-3R Dt-. AN ONE Rog hL=99 SEC R303:1 IRC INTERIOR STAIRI)AYS SH - WIT44 AN ARTIFICIAL LIGHT SOURC-S TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE IBUILDING WIRING, THE LIGHT SOIJRCE SAHALL IBE CAPA5LE OF ILLUI'11NATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER Or TREADS AND LANDINGS. T14ERE SHALL 5E A WALL SWITCH AT EEAC14 FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. ;N� A SWITC44 IS NOT REQUIRED UJ14EW REMOTE, OR AUTOMATIC CONTROL OF LIGHTING3 IS PROVIDED. EXTERIOR STAIRWAYS WALL BE PROVIDED UJIT14 AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING Or THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARr POWER PROM THE IBUILDING WIRING� EXTERIOR STAIRWAYS PROV DIWS ACCESS TO A 15ASEMENT FROM THE OUTDOOR Ir GRADE LEVEL SHALL IBE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT TI-E 50TTOM LANDING OF THE STAIRWAY. ----------- ITA 110 NNER- 10 $ A 1, 7] F_ W11 L Jp L-1 CLC. OUTLET CLG; OUTLET M F, AF 1:9, E W TO LT AMOVE WF El x COPYRIGHT 2007 Landmark Design Inc. ALL RIG44TS F56ERVW RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER FOR REVIEWED 6 CODE ICOMPLIANCE APPROVED JAN 09 2020 C y wil, City of Tukwila it of T' B UIL I IVISIO UILDING DIVISION ELEC:TRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 4n= 220V OUTLET COM50. EXT. PAN (VTOS) 4 LIGHT COMBO SM A CAR4501, >�� r 110 j5ATTERY IBAMI CA5LE T.V. JACK 1114ONE V UNDER COUNTER LIGHTS GAS OUTLET HOSE 5155 4 EXT. FAN VTOS _Q� 16, � z 0.9. 10-4 C zf SO V11 1, ME 1. Contractor or builder must verify all dimensions before proceeding with ... struction. 2. This plan — designed to be marketed throughout many municipalities. The purchaser must verify .—ph- — - �dth .11 local applicable building codes where the home is to be .onstructsI 3. Purchae- should he - plane revi—d by . It. — Ted builder and struct— a, engineer for compli— sm.c to specific sit. a.— diti.ra. 4. These plans should not be altered by other than a qualified designer, archi— te.t, or structural engineer. Plan No: L2-2133-3L Date: 10-1-111 GENERAL STRUCTUIRAL NOTEe ALL CONSTRUCTION $14ALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (15C), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF ($NOW) DEAD LOAD 5 FF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) 60 P5F (DECKS) DEAL) LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY fi, EXPOSURE 5, K,, z 1.0 5;:Ismlc EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITF: CLA55: D SEISMIC DESIGN CATAGORY- D & x 1-5 - IeC FIGURE 161330) Sce 2 1.0' IE z ID, Rm(05 C, = 0.154 IN6FECTION5. NO SPECIAL INSPECTION$ ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITW 1,500 PSF 5EARIWG CAPACITY (ASSUMED). 50TTOM OF EXTERIOR FOOTINGS $14ALL BE MINIMUM I'-b" BELOW OUTSIDE FINIC-44ED GRADE. EACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: T14E SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE $14ALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INC14ES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM PC = 3,000 P51 WITH 5.5 SACK$ OF CEMENT PER CU51C YARD OF CONCRETE AND A MAXIMUM CA- 52 GALLONS OF WATER PER S4 1_5 SACK OF CEMENT. ALL CONCRETE $HALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR 814ALL BE 41/2% ti.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 11/2 ". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRIZTION OR EXPANSION JOINT$ UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIER5 DELIVERY OR BATCH TICKET TO BE ON J05 SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING 5TEEL: ALL REINF-ORCING STEEL SHALL BE MINIMUM GRADE 60 (N = 60000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'4011 MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BAR6 (32 DIA) TO LAP 14ORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALL$. 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 BARB - INTERIOR FACES 11/211 EXPOSED TO WEATHER OR EARTH 11/2" (S AND SMALLER) 2" (%AND LARGER) FOOTING BARS 311 TIM5ER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF02 OR BETTER POSTS DM OR BETTER 2x FRAMING HF02 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES C44ALL C40NFOW TO "WIlJPA GRADING RULIES FOR WESTERN LUMBER', LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA Ul. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR 13ETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS E714ALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH FRESERVATIVE-TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITW SECTION IBC 2304.10,5. ALL MINIMUM NAILM SHALL BE PER ler— TABLE 2304JO.1 URO. MACHINE BOLTS TO BE A-301.50LT HEADS AND NUTS 5EARIWj AGAINST WOOD $14ALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON'OR [CC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER ULS AND ALL HOLES $14ALL BE NAILED. GLUE2 LAMINATED WOOD MEM5ER6: GLUED LAMINATED WOE) BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD Awl, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb -- 2j400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3�W' RADIUS U.N.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. 50TTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER, AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED J015TS- JOISTS $14ALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND T14E MANUFACTUIRER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOAD$ ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL WAS BEEN IN6TALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOAD$ FROM A50VE AND UEE, STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATEE) VENEER LUM5ER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST UEYER14AEUSER (MICROLAM - Po = 2foOO FSI, E 1=000 P51). MATERIAL $14ALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 08615-R. BEARING LENGTH SHALL NOT BE LE-56 THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER WEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER 5EAR[NG WALL FRAMING - ALL DOOR AND WINDOW WEADER5 NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS $14ALL BE 4x& DR WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENIW45 V-0" OR LESS AND TWO CRIPPLE6AND ONE STUD FOR OPENIWGS MORE THAN V-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. $PIKE LAMINATED COLUMN$ TOGETHER WITH I(od 6 12" O.C. STAGGERED. STAGGERSPLICES AT TOP PLATES MINIMUM 4811 AND NAIL WITH Ibd 6 8" OC. SHEAR WALL& ALL $14EAR WALL SHEATHING NAILING AND ANCHORS SHALL 13E AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATWIWj (2411ro) WITH A MINIMUM PANEL EDGE NAILING OF e4 0 b" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING $14ALL BE COMMON WIRE OR GALVANIZED BOX NAILS, FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT-DIPFED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I(od Q 1211 OZ. STAGGERED. ALL HEADERS SHALL HAVE STRAP COMECTORB To THE TOP PLATE AT EACH END WHEN T14E HEADER INTERRUPTS THE TOP PLATE, USE '6lMP5ON'L5TA24 CONNECTOR U.N.O. FLOORANID ROOF FRAMING: DIMENSIONAL FRAMING MEMBEIPro SHALL BE FREE OF 5PLIT5, CHECKS, AND SHAKES. PROVIDE DOUBLE J015TS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN 14ALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOOR5 AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 3/4 " RATED SHEATHING (40120) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT b" O.C. AT ALL SUPPORTED EDGE$ AND ed COMMON OR GALVANIZED BOX "LS AT 12" O.C. AT INTERIOR SUPPORTS. AFFLY 1/2" RATED SHEATHING (2411b) ON ROOF NAILED TO STIFFENERS OR RAFTIERS WIT14 W COMMON OR GALVANIZED BOX NAILS AT ro" O.C. AT SUPPORTED EDGES AND ed COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY 514EATHING nFJDENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRU56ES: TRUSSES TO BE DESIGNEE) AND SUPPLIED IN ACCORDANCE WITH ANSI1TPI 1-2014. T14E TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TR25 ENGINEER $14ALL ASSUME ALL RESPONSIBILITY FOR THE WOW OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWING& EAC44 TRUSS SHALL BE PLANT FABRICATED AND $14ALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED. LOADS $14ALL BE IN ACCORDANCE WITH THE RECOMMENDED DESIGN LOADS AND 15C CHAPTER I(o. MANUFACTURER 814ALL PROVIDE ALL TRU56-TO-TR155 CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL AND MAINTAIN DRAWINGS ON SITE FOR INSPECTION. CONTRACTOR TO VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION AND INSTALLATION. TRUSSES $14ALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STA51LITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRJ65 DRAWINGS. NO TRUSS $14ALL BE ALTERED WITHOUT PRIOR WRI I I EN CONSENT OF THE TRUSS DESIGNER AND ENGINEER OF RECORD. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION $HALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED W0I;K THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE J05 SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WOW AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTION$. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR 51MILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WOW 614OUN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN FEW155ION FROM THE ARCHITECT OR ENGINEER. 5HEAR WALL 5CHEIDULE MAR< MINIMUM 5HEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/211 COX W 6 b" O.C. 5/811 6 (0011 0 . r Oall = 230 PLF OR 065 1/211 cDX ed 6 411 O.C. rMs" a 3211 O.C. Oall = 350 PLF OR 065 1/2 it CDX ed o 211 O.C. Nott 6 Iro" O.C. Qall -- bOO PLF OR 065 USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAL6 SEE DETAIL 12 / $20 FOR CONSTRUCTION NOTES 1) ALL WALL$ DESIGNATED` �>" ARE SWEAR WALLS. EXTERIOR WALL$ $14ALL BE -SHEATHED WITH RATED SHEATHINrG (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER 15C TABLE 2304.TI.I. MLING IN PRESERVATIVE TREATED LUMBER SHALL BE 5TAINLE55 STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOUN6 AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER FLAK ENDS OF $14EAR WALL$ SHALL USE DOUBLE STUDS MINIMUM. 3) USE MIN" OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 1211 NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 7 INTO CONCRETE. WASHERS TO BE 3" x 3" x '44" PER 15C SECTION 23083.2 AND OF HOT-DIPPIED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH 15C SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I(od * 1211 oz. STAGGERED. F (1r, 2 RAM) I L- - - - - - - - - - - - - j LSTA36 - IOR 4 StLL -TO 3x SLOCKMI (TYR 2 PLACES) 7 / Z 4xI0 rV2 X.!Pb GL5_ �4 _ILSTAI6 - BW TO TOP PLATE 4xI2 LOTA36 - HDR 4 SILL /141XSLOOKM 2 FLACES) 00 - BW TOP PLATE MAIN FLOOR A = SIN SQ FT A c rPS4 SQ FT 54 x 135 GLIB T- g x 3k, x Ios am 4! 4x 12 OF 3) X v ----",A $TEM WALL i97— Y 4 4 2 MAX P-0. I'TC, ri"\ STEPPED FOOTING DETAIL \!!!0,1 WA W - V4' MSTW HOLDOJK ALIGN UN EMBEDDED STHP TYFE NOLDM 15mou &EATHM 4 NAILM FER PLAN. SKICE TO OCCUR ON COMMI'VN MEMDER OR ISLO� &4EA114M 4 NAILINIG PER FLAK MATC14 WALL ABOVE UND. 0 16, OZ. SOLE ,TE NAILWx 34' SUMOOR (3) ad JOIST -To -Top PLATE UNO. MAINTAIN MIN, IV2* DO DISTANCE. 2 x 6 6TUP a 16" OL. USE D5L STO * WS OF SWA14Z WALL$ 4 HaDo". 2x NAILER AND FT BILL Uv yo MAX _ANCWR BOLT 4 Yx 3'x ',,4" U4E4ER AT r"-o.. OL. UNO' (AILT. MASA * 48' Of-) _STHD TYFE HOLPM PER FLAK -04 BAR 0 10' OL. - RORIZ 21 -04LBAR * VOL. - VERT. 9 FINISH GRADE M 04 BAR CONTMOUS V (Typ OF 2) ___ 717 t_2_*� CRIPPLE WALL WITIH BACKFILL FOUNDATION !10 -W - V-0' ,J M4M =7" CODE COMPLIANCE APPROVED JAN 0 3 2020 CitY Of Tukwila BUILDING DIVISION _j RECEIVED CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER LIU z (p -1 LU tu d) cl 4) 0 co 0 9 m 0 U coo W co 07 (j) Lli z L11 cf) c� cr) v <1 LLJ _j z -3 OL tu Q) 461 ROME A I ��A COPYRIGHT 20n, 5EGA ENGINEERS RATED SHEATHING PER PLAN I ed 6 (01, O.C. EXTERIOR SHEATHING PER 1/2" RATED SHEATHING w/ NOTE: (4" O.C. 6 SIM)-� PLAN OR SCHEDULE ed a 4" O.C. TO FRAMING TRUSS TO DEVELOP CAPACITY OF CONNECTOR, 8d 6 411 O.C. 1/211 RATED SHEATHING HI FRAMING ANCHOR TRUSS PER PLAN 2x BLOCKING wl (2) ed EACH TRUSS. USE HIOA-2 2x BLOCKING w/ I(od 6 8" OL. DEL 2x TOP PLATE. U- ad (01, O.C. AT D51- TRUSS. GAME END TRUSS, I -TO STUD EACH END -j lu ILI (BEAM AT SIM.) 1/211 RATED SHEATHING o 0 RAFTER OR TRUSS PER PLAN A35 6 48" O.C. wl (2) Od TO 2x BLOCKING ME 24" O.C. AT SIM.) \-CONNECTOR STRAP 2x VENTED BLOCKING. TRUSS PER PLAN D51- 2x TOP PLATE. LAP SPLICE 4'-01' MIK 4 NAIL wjf/- PER FLAK ./-2x STUD PER PLAN END NAIL TO TRUSS 6 D5L 2x TOP PLATE. LAI' Ibd o (oll O.C. STAGGERED), EAC14 END w/ (2) 5d. D5 2x BRACE PER TRUSS SUPPLIER NOTE: LI OR 119 4b" OZ. SECURE w/ A34 NOTE: wl I(od a b" O.C. STAGGERED INSTALL CONNECTOR PRIOR SPLICE 4'-0" MIN. 4 NAIL / . SHEATHING AND NAILING PER SHEATHING 4 NAILING PER EACH END. ADD 2x STIFFENER SEE ARCH FOR FLASHING .1�� TO PLACING C"ON TRUSSES m PLAN OR SCHEDULE. SPLICE PLAN OR SCHEDULE. SPLICE WHEN LENGTH EXCEEDS 12". REQUIREMENTS. 2x STUD (NOT SIM) 2x FRAMING PER PLAN. TO OCCUR ON COMMON (BEAM AT SIM) To OCCUR ON COMMON A MEMBER OR BLOCKING MEMBER OR BLOCKING, *'-,2x FRAMING PER PLAN. (HEADER 6 SIM.) 9 TYPICAL ROOF FRAMING CONNECTION r2'� F,00F FRAMING 6 G45LE END LOWER ROOF FRAMING 6HEAR WALL r4'�QR46 5TRUT CONNECTION cn SCALE-� P - V-0' \��D SCALE. V V-0- 5 SCALE: I" - P-0" \��Z SCAM P - V-0" \�l �lv 0 1/2" RATED SHEATHI 50LE PLATE NAILING. is - ed a 411 O.C. USE Irod a Ibll OZ. MIN. ed 10 4" O.C. 1 1� 100 MSTC HOLDOWN D5L 2x TOP PLATE 0 S -\C/ TRAP PER PLAN SOLID RIM JOIST SUBFLOOR 1/211 RATED SHEATHING wl (3) W JOIST -TO -TOP 2x JOIST PER PLAN 2x 5LOMING w/ A35 ad e 411 O.C. EDGE NAILING HDR PER PLAN. PLATE URO. MAINTAIN FRAMING ANCHOR TO M K 11/2" END DISTANCE. TOP PLATE. ed o 4" O.C. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON- E. 1/211 RATED SHEATHING MEMBER OR BLOCKING 3x BLOCKING. EXTEND MONO TRUSS PER PLAN L-0 3/4" SUBFLOOR (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) 2x FRAMING PER PLAN. Jol SHEATHING 4 NAILING PER TRIMMER STUD(S SIMPSON LUS24 (BEAM AT SIM,) JOIST PER PLAN PLAN OR SCHEDULE. HANGER 2x D5L TOP PLATE. LAP 2x FRAMING PER FLAK SPLICE 4'-0" MIN. 4 NAIL (5EAM AT SIM KING 5TUD-\ wl Irod a (oll OZ. STAGGERED. GAME END GIRDER TRUSS rr,� LOWER ROOF FRAMING GA5LE ENID /'Z� TYPICAL FLOOR FRAMING CONNECTION FRAMING AT INTERIOR 6HEAR WALL RATED SHEATHING 4 ��o SCALE.- V V-0" SCALE� I" f-0' -*CALE: P - P-0' L5TA STRAP PER NAILING PER SCHEDULE. PLAN (TYP). 2x SILL PLATE ed a (011 O.C. TOE -NAIL TO 4x BEAM 4 2x BLOCKING w/ (3) 8d Ibd 6 8" O.C. 50LE (2) ed TO JOISTS, I(od 6 4" O�C, $OLE /-PLATE NAILING. SUBFLOOR PER PLAN REVIE FOR PLATE NAILING. RIM JOIST w/ (3) JOIST PER PLAN CODE CO LIANCE V-ed o 411 O.C. SHEATHING 4 NAILING ad im b" O.C. UNO I(od 6 EAC44 JOIST 3x BLOCKING APP D PER PLAN OR 3/4" SU5FLOOR 2x4 w/ 8) I(od AT Az SCHE MSTC 14OLDOUN 2x4 GUSSET EA -BEAM LICE. (TYP) JAN 0 2020 3/41' SU5FLOOR STRAP PER PLAN SIDE W/ (a) lbod� (NOT A METAL I CAP) DULE -\ ; Z�/ /- I - (ALT. METAL CAP) x r R WALL FORCE TRAN5FER DETAIL City of Wla M6TC HOLDOWN - - - - - - - - SHEATHING 4 NAILING-/ SCALE: P T-0" BUILDING IVISION PER PLAN PER PLAN 44 PT POST (46 AT SPLICE) x Mx4 E w/ 8. AM (NOT A t %* JOIST PER PLAN (USE D5L MA5 ANC14OR LSTA24 STRAP wl HU8C210-2 6 HOLDOWN) (ALT. A34 ANCWOR� MIN. (FAR SIDE) A \-JOIST PER PLAN TWO SIDE$) \� 111 0', TRUSS PER PLAN D5L 2x TOP 2x TOP PLATE MINIMUM- LUS210 HANGER 2x BLOCKING wl A35 FRAMING PLATE FTG PER PLAN M K HDR MR PLAK EXTEND NAIL SHEATHING TO HDR cf) BY 1> OVER PANEL TO KING STUD., END -NAIL To JOIST WIT14 ),\ TRUSS SUPPLIER BEAM PER PLAN i iool :,-- / (2) ROWS I(od AT 311 O.C. C, PER FLAK -:11 (2) Ibd EACH M. FASTEN TOP PLATE TO HEADER LU62ro HANGER BY ANCHOR TO DBL TOP PLATE. L-A.- -\-2x FRAMING FINISH GRADE w/ &d is 3" O.C. EAC14 WAY. cf) i-- rs-`� 5HEAR WALL FRAMING AT ELU6H DEAM rlo-� FLOOR FRAMINGe GANT. J016T /'15`� FLOOR FRAMING AT CRAWL SPACE —j \��D SCALE-. P - V-V �-o SCALE: P z P-0" -SCALE: P - V-0- (2) 2x STUDS (TYF.) V q 4x BLOCKING a MIDDLE T I(od e 16" OZ. $OLE T ,//-24" IF REQUIRED. 2x STUD PER FLAK USE MINIMUM PLATE NAILING. 101-01, 2x STUD PER PLAN. USE 05L (2) 2x STUD o EN05 OF SHEAR 3/4" SHEATHING MAXIMUM C), <1 STUD AT END OF $14EAR WALLS WALLS 4 HOLDOUNS. SEE SHEAR 1/211 RATED SHEATHING (24/0 EXF 1). 4 HOLDOUNS. SEE SWEAR WALL WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT wl 3"x3"xl/4" T-NAIL w/ (2) Rour < SCHEDULE FOR 3x STUDS. WASHER SEE SCHEDULE FOR o ed a 3u oc. AT SHEATHING 4 NAILING PER SHEAT14ING 4 NAILING PER PLAN OR SCHEDULE--�,�� PLAN. SPLICE TO OCCUR_/ SIZE 4 SFACING�USE No"O AT T PANEL EDGES. boll O.C. UND. 4: ON COMMON MEMBER 4" SLAB ON GRADE OVER OR BLOCKING. 2x PT SILL (2) 2x PLATE. (NAIL MIN, (o MIL VAPOR BARRIER 04 AR - HORIZ 6HTG TO EA PLATE) 0% THESPAlt, FINISH GRADE OR MIN, (N�� 6 S.O.G.) WA TOP OF STEM WALL A G DE 12111 5L FINISH GRA ,-STHD HOLDOWN PER PLAN. qo, 6THD HOLDOWN 2x PT SILL w/ NC44OR BOLT Fs.-OG. -661m) -4 PER PLAN 4 311 x 3" x 1/4 WASHER PER �,-#4 L BAR a 2411 O.C. - VERT. STHD14 HOLDOUN UNO.�4 2x PT SILL PLAN OR SCHEDULE. USE 5/811� 6 (001, OZ, MIN. JMIN 1, 1 1 . -1 \- (2) 5/al'O ANCHOR BOLT wl MIN. MR 41' 011 MAX 04 BAR CONTINUOUS 7 EMBEDMENT 4 3" x 311 x 1/4111 441 BAR 0 2411 O.C. - VERTICAL GALVANIZED IE- WASHER allo RECEIVED FOUNDATION PER FLAK bit 04 BAR CONT. o CITY OF TUKWILA IMIK 5" THICK STEM WALL w/ (TYP) OCT 2 3 2019 #4 BAR HORIZ TOP 4 BOTTOM. V-411 PERMIT CENTER rli`� PORTAL FRAME FANEL (jj) FOUNDATION AT 5LA5 ON GRA12E FOUNDATION AT r-RAWL 6PAGE �-o SCALE;NONE �-o SCALE- P = P-0" WALE: P - P-0" COPYRIGHT 20n, 5EGA ENGINEERS