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Permit D19-0359 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCE
SINGH RESIDENCE 5005 S 114TH ST EXPIRED 07/18/2022 D19-0359 Parcel No: Project Name: ��� ��l7 ��^U v_n�� v�n Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98%88 Phone: 206-431'3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.htmi Fire Inspection Request Line: 286'5754407 Web site: httm://mww.Tukmi|mVVA.«mu 3]4840O98O SINGH RESIDENCE COMBOSFR PERMIT Permit Number: D19-0359 Issue Date: 2/36/2021 Permit Expires On: 1/18/2022 Contact Person: Name: Contractor: Address License No: Address: TVKVVLAEDGE 9,LLC 1V2Z5SEZ24THSTREET, KEmT'WA, 98031 304SBELLEVUEWAY NE, BELi[VUE, WA, 98004 DESCRIPTION qFWORK: BUILD NEW SINGLE FAMILY HOME. DEMO UNDER D2O-0031. Project Valuation: Type of Fire Protection: Sprinklers: Fire Alarm: Type cfConstruction: VB Electrical Service Provided by: Tukwila Fees Collected: $11,459.17 Occupancy per IBC: R-3 Water District: Tukwila Sewer District: Tukwila Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2018 2018 2018 2018 018 2018 National Electrical Code: xwACities Electrical Code: xVACZg6~613: VvAState Energy Code: 2020 2020 200 2018 Public Works Activities: [hannelizadon/Sthping: Curb |k: Fire Loop Hydrant: Flood Control Zone: HauhnX/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 370 Fill: 185 Number: 0 No All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein u,not, The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state urlocal laws regulating construction orthe performance cfwork. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, o, if the work ixsuspended urabandoned for a period of18Odays from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #243d) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval ufdrawings prior toinstallation ormodification, New sprinkler systems and all modifications tnsprinkler systems involving more than 5Vheads shall have the written approval ofFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tnsubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work,haUcommence without approved drawings. (City Ordinance No. Z436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers nralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width cfV.5inch (l27mm). (/F[505l) 5` Adequate ground ladder access morescue windows shall beprovided. Landscape aflat, 1Z'deep hy4'wide area below each required rescue window, (City Ordinance #J435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) ]: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z4]8and #Za37) 7; Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval cfsuch condition orviolation. 8: These plans were reviewed byInspector 511. Ifyou have any questions, please call Tukwila Fire Prevention Bureau at(Zn6)57S-44V7. g. **=puBUCWORKS PERMIT CVND|T|ON5*"^ 10: Thwapplicant cvcontractor shall contact Public Works atQ86 4]8-936Otuschedule amandatory pre - construction The applicant nrcontractor must notify the Public Works Inspector at(206) 438'93SUupon commencement and completion ofwork atleast 24hours hmadvance. All inspection requests for utility work must also be made 24 hours in advance. Prior tofinal permit sign -off executed Sensitive Area Hold Harmless Agreement shall berecorded at applicant's expense. 11: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only, Coordinate with the Public Works Inspector for any work after 5:OUp.m.and weekends. 12: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector, Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 13: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 14: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep nrotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works Inspector before 1Z:00Noon on Friday preceding any weekend work. 15: Any material spilled onto any street shall becleaned upimmediately. 16: Temporary erosion control measures shall beimplemented as the first order ofbusiness toprevent sedimentation off -site orinto existing drainage facilities. 17: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 18: The Land Altering Permit Fee isbased upon anestimated cubic yards of cut and cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 19: From October 1 through April 30, cover any slopes and stockpiles that are 3HAV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled nnsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 20: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 21: Water service provided by WD #125.The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify inwriting tothe Public Works Inspector that a3/4'inchwater meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a1-inchwater meter with a 1'inchservice line isrequired, Refer tn attached Public Works Details for 1"FIRE/DOMESTIC SERVICE and/or 1"FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector and Water District, ZZ: Any material spilled onto any street shall becleaned upimmediately. 23: Pre -construction storm drainage patterns shall be met during and after construction. 24: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 35: Pavement mitigation fees may apply tothis permit. Amount estimated tobexxxsq. ft. x$xx.xxper sq. ft.~ $x,xxx.xx. Final measurement tubemade inthe field by the Public Works Inspector prior toPublic Works Final. 26: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out tothe City ufTukwila for possible property damages caused byactivites. 27: Acopy of the Certificate ufInsurance Coverage (minimum cf $2,000'000naming the City ofTukwila as additionally insured). 28: Hauling 6 loaded vehicles per hour/8 hours a day for 2 or more consecutive days or hauling hazardous waste shall require application for a Hauling Permit prior to arty associated activity. 29: 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. 30: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Tab|el7US.l ]Z: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition cffinal inspection approval. 33: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature ofaWashington State Professional Engineer. Shop drawings sha( be maintained on the site and available to the building inspector for inspection purposes. 34: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed inconcealed spaces inbuildings ofType U|'IV, orVconstruction, the flame spread and smoke - developed Umitatinnsdunutapp|ytnfadngs'thotaminstaUedbehindandinsubstont|a|contactwiththe unexposed surface uf the ceiling, wall orfloor finish. ]S: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 36: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 37: Structural Observations inaccordance with iBI.Section 17O9isrequired. Authe conclusion ofthe work included inthe permit, the structural observer shall submit tothe Building Official awritten statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. ]O: Fire retardant treated wood shall have aflame spread ofnot greater than ZS. All materials shall bear identification showing the fire performance rating thereof. Such identification shall beissued byan approved agency having aservice for inspection atthe factory, 39: Notify the City cfTukwila Building Division prior top|adngany concrete. This procedure isinaddition to any requirements for special inspection, 40: All wood uzremain inplaced concrete shall betreated wood. 41: Masonry construction shall bespecial inspected. 42: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 43: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion ofthis requirement. 44: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 45: All construction noise tobeincompliance with Chapter 8.JZof the City ofTukwila Municipal Code. Acupy can be obtained at City Hall inthe office nfthe City Clerk, 46: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 47: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (Zo6'4]1'367U). 48: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 49: ***MECHANICAL PERMIT CONDITIONS*** 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 51: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 52: Manufacturers installation instructions shall be available on the job site at the time of inspection. 53: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 54: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 55: ***PLUMBING GAS PIPING PERMIT CONDITIONS*** 56: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 57: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 58: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 59: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 60: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 61: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 62: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 63: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 64: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 65: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 66: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 67: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 68: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 69: ***ELECTRICAL PERMIT CONDITIONS*** 70: Tree protection, removal, and replacement must adhere to the conditions associated with Tree Permit L21- 0018. ealN PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 5180 BACKFLOW - FIRE 17000 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB ACCESS SDW 5200 EROSION MEASURES 5200' EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0201 FOOTING 0201 FOOTING 0201 FOOTING 0202- FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 2000 GAS PIPING FINAL 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 5040 LAND ALTERING 5040 LAND ALTERING 5040 LAND ALTERING 5040 LAND ALTERING 5040 LAND ALTERING 0502 LATH GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 1800 MECHANICAL FINAL 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE_DUCT INSULATION 1900 PLUMBING FINAL 0 0 1900 PLUMBING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0603 ROOF_CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4022 SI-MASONRY 0602 SLAB_FLOOR INSUL 0702 SMOKE DETECTOR TEST SPRINKLER COVER SPRINKLERS 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING_SHEAR CITY OF TUKWj Community Developme Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi laWA.gov Project No.:..: . Date Application Accepfe`d��.'"` Date Application Expires`rj'" --. (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: o PROPERTY OWNER Name: • k.,� , `( rn €1[,i_e_ R Li, L✓ Address: -z,.. 5 ,S • r.- 2- 2---kA S r City: 'r - w1 �} State: j - Zip:Ci 'o 11 CONTACTPERSON:-person receiving all project communication. Name: Kra M j'/f (Ci F-( Address: 10 2„2,. " 5 ` . 2„Z �-'1 c> City: State: (..."-(4- Zip: 60,31 Phoneci2,9 ( ( at, gIco Fax: Email: me D �►� h6-f» .f t C eni -GENERAL CONTRACTOR INFORMATION ., .... w Company Name: :N1. S\/ lC,, j Cy 1 Address: 10 2 2 & ' C_ — 1 City: lc_c2...„11" State: Zip: "re." Phone: -2.06 (.1 Lo '/Do Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: E k 2 "'" O 9 gO I Ic, (-%/ Of g—7 6 ,ARCHITECT OFRECOi CompanyName:5g2e� )-e5`15-n ciri(D Architect Name: W) 1-4 Address: 4 � Fj 8 \ © teiNg € City: y (A rld State: t_orj Zip d33 Phone: (.12. S 2 12 2'2g1ZS $sG CV 1 Email: :ENGINEEI2.,OF RECORD .. Company Name: ,,.,,12-"e l i Engineer Name: H ) -) lt'cl G k4 �Pi n i ' Address: 660 S 't 0 ¢1-11.q I' �Z City: tO y-k.G y Of State: (.,) - Zip:061033 Phone;, 2 5` L wi ,2?.O Fax:4g ?oj 68-6 7 Email: )Awl S err/ k + two . 60 ENDLE�pR/13 ,,ISSUED (required for it teats $5000 or 3«' 4.4 45MIt t ' S°TyV' ,°A ,greater per;RCW, 19 27 05) le 1. Name: (1/4A6.he-,1; 3 h t'').-- Address: 1,0 2..2 tc .S' c. S t City: State: Z Zip: iS9 3) H:Wpplications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9.11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION -` Valuation of project (contractor's bid price): $ $0,0d3 Scope of work (please provide detailed information): e_D u A el S i r g 1 Ft vk D IBUILDING INFORAMTION — PROJECT FLOOR ~AREAS' PROPOSED :SQUARE FOOTAGE Basement 11a7 l `t floor 2nd floor Garage carport ❑ Deck — covered ❑ uncovered ❑ Total square footage l `7 9 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. FIXTURE' INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 100 0 fue! type: electric ❑ gas furnace <100k btu Z appliance vent S ventilation fan connected to single duct thermostat ! wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value ofplumbing/gas piping work $ 5©(-9 3 bathtub (or bath/shower combo) Z. bidet I clothes washer 1 dishwasher \ floor drain 2 shower g lavatory (bathroom sink) 2 sink water closet . water heater,(gas) k lawn sprinkler system --- gas piping outlets H:1Appiications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERM T INFO Scope of work (please provide detailed infoimatio ): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT Er Tukwila 0 ...Water District #125 D Letter of water availability provided SEWER DISTRICT .„2-.7. Tukwila LJ Sewer use certificate 0... Highline 0 ...Valley View 0...Renton D ...Letter of sewer availability provided D .. Renton .. Seattle SEPTIC SYSTEM: .. • On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department, SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Civil Plans (Maximum Paper Size - 22" X 34") Z.. Technical Information Report (Storm Drainage) Bond D... insurance 0...Easement(s) Geotechnical Report 0 ...Hold Harmless - (SAO) D... Maintenance Agreement(s) El ...Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): .. • Right -Of -Way Use - Potential disturbance 0...Construction/Excavation/Fill - Right-of-Way...0 -or- Non Right -of -Way.. 0 0 .. Total Cut ( ?PD .. • Total Fill 12"... Sanitary Side Sewer Cap or Remove Utilities .. Frontage Improvements Traffic Control Cubic Yards Cubic Yards o Permanent Water Meter Size .. Residential Fire Meter Size .. Deduct Water Meter Size El .. Temporary Water Meter Size WO # 2c,......Work In Flood Zone t...Storm Drainage Abandon Septic Tank Zrench Excavation ...Curb Cut Undergrounding ...Pavement Cut 0-:-.Backflow Prevention - Fire Protection ...Looped Fire Line Irrigation Domestic Water ' WO # WO # 1 .. • Sewer Main Extension Public 0 - or - Private .. Water Main Extension Public 0 - or - Private 0 11 FINANCE INFORMATION — THIST}IJS LNFORMATTOr IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) .. • water 0 .. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: 1C-4 ell SA( 1-1 Mailing Address: 0 •S - WATER WATER METER REFUND/BILLING: Name: Mailing Address: V.1 2= 2.- 5- c GI 2 —2.-"k ST- Day Telephone: , City L,A01-- 045)0 State Zip Day Telephone: 4-2_0 Cit Lo q I av al&Z) 0 City State Zip HAApplications\ Forms -Applications On Line\ 2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMJT APPLICATION NOTES - LLICABLE TO ALL PERMITS IN THIS A ACATION 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 pe, wit 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 1 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 AUTHORIZED AMENT: Signature: Date: ‘° i Print Name: pkDay Telephone: (5 6 GI 2-0 ctio0 Mailing Address: 0252- S. I g y State Zip S Ci StL(/?/-7 HAApplicationsWorms-Applications On Line \ 20 I 1 ApplicationKombination Permit Application Revised 8-9-11.docx Revised August 2011 bh Page 4 of 4 DESCRIPTIONS ACCOUNT QTY - COMMENTS PAID � PermitTRAK y �7 < . d; �art�` '��nti, $18 61 D19-0359Address: 5005 S r114THST APN 3348400980 ` r �,4�'�$6;188 72 DEVELOPMENT $5,928.72 PERMIT FEE R000.322.100.00.00 0 $5,432.83 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0 $495.89 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0 $260.00 TOTAL FEES PAID BY RECEIPT:R21552 $6,188.72 Date Paid: Monday, November 23, 2020 Paid By: TUKWILA EDGE LLC Cashier: Iwer Pay Method: CHECK 1096 Printed: Monday, November 23, 2020 12:45 PM 1 of 1 DESCRIPTIONS ACCOUNT 1 QUANTITY PermitTRAK D19-0359 Address: 5005 S 114TH ST Apn: 3348400980 DEVELOPMENT PLAN CHECK FEE PUBLIC WORKS BASE APPLICATION FEE TOTAUFEES PAID BY RECEIPT: R19036 R000.345.830.00.00 R000.322.100.00.00 PAID $3,781.34 $3 781 34 $3,531.34 $3,531.34 $250.00 $250.00 $3,781.34 • Date Paid: Friday, November 08, 2019 Paid By: TUKWILA EDGE LLC Pay Method: CHECK 394 Printed: Friday, November 08, 2019 11:40 AM 1 of 1 sbr TEMS Group Northwest, Inc. Geotechn ic al Engineers, Geologists, & Environmental Scierlis ts 13705 Bel -Red Road, Bellevue, Washington 98005 Telephone: (425) 649-8757 / E-mail: info@geogroupnw.com Job No. G-5184 Date 3/2/2021 FIELD REPORT Report No, Page 1 of 1 Project Name / Location 5005 - S 114th St, Tukwila, Washington Permit No. D19 - 0359 Garrett Dean from GEO Group Northwest, Inc., was on site today at the above address to inspect footing subgrades. Subgrade material consisted of undisturbed, dense to very dense native soils. Footing subgrades were probed using a 1/2"-diameter probing rod. In our opinion, the subgrade is acceptable for footing support at this time. We understand that footings are scheduled to be poured Wednesday, March 3rd, 2021. Copy to: Tukwila Edge, LLC SAZEI Design Group, LLC City of Tukwila project file Continued on next page G-5184 FR Group Northw re 4,4 sisi Gootectin ical Engineers, Geologist16 Environmental Sci e?t 1st: FIELD REPORT Page Report No. 1 705 Bel -Red Road, Bellevue, Washington 98005 Permit No. ephone: (425) 649-8757 / E-mail: infa@geogrunp D19 - 0359 Garrett Dean from GEO Group Northwest, Inc., was on site today at the above address to inspect footing subgrades. Subgrade material consisted of undisturbed, dense to very dense native soils. Footing subgrades were probed using a 1/2"-diameter probing rod. In our opinion, the subgrade is acceptable for footing support at this time. We understand that footings are scheduled to be poured Wednesday, March 3rd, 2021. vo ii Y OF I UKWI APR 2 9 202! Tukwila Edge, LLC SAZEJ Design Group, LLC City of Tukiwila project file PERMIT CENTER 411111111•••• 1 Datt Job 0-51 8/1 I 3/2/2021 1 of 1 Project ame / Location 5005 - S 114th St, Tukwila, Washington G-5184 FR ■ row ■ ■ STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN WIND AND SEISMIC ANALYSIS &DESIGN FOUNDATION ANALYSIS AND DESIGN PROJECT: FILE ENGINEER: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 E 2021 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 8 2119 PERMIT CENTER JOB # Arco Const-01-Tukwila DATE: 10/3/2019 Arco Construction Residence New Single Family Residence 5005 South 114th Street Tukwila, WA 98178 SAZEI Design Group, LLC Consulting Engineers 6608 11Oth Ave. N.E. Kirkland, WA. 98033 Phone: (425) 214-2280 Fax: (425) 889-6867 E-mail: hamidkorasani@yahoo.com HAMID G. KOIRASANI, P.E. Di J35q PROJECT NAME: Arco Construction Residence PROJECT ADDRESS: 5005 South 114th Street Tukwila, WA 98178 ENG/NEER: SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel:(425) 214-2280 e-mail: hamidkorasani@yahoo.com OWNER: ARCHITECT: Mr. Kam Singh 5005 South 114th Street Tukwila, WA 98178 SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel:(425) 214-2280 e-mail: hamidkorasani@yahoo.com JURISDICTION: City of Tukwila, Washington 98188 PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Load Definitions (Per section 1602, I.B.C. 2015) LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitud, such as dead loads . All other loads are variable loads. Symbols & Notations D = Dead Loads. D = Weight of ice in accordance with Chapter 10 of ASCE 7-10 E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7-10 F = Load due to fluids with well-defined pressures and maximum heights. Fa = Flood Load in accordance with Chapter 5 of ASCE 7-10 = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials. L = Roof live load greater than 20 psf and floor live load Lr = Roof live load of 20 psf or less R = Rain load. S = Snow Load. T = Self -straining load V asd = Nominal design wind speed (3-second gust), miles per hour (mph) where applicable V Lot = Ultimate design wind speed (3-second gust), miles per hour (mph) from figures 1690A, 1690E3 or 1690C or ASCE 7-10 figures 26.5-1A, 26.5-1B or 26.5-IC W = Load due to wind pressure. W Wind -on -ice in accordance with Chapter 10 ASCE 7-10 PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila General Design Requirements ( Per Section 1604 of the 2015) 1604.1 General Building, structures and parts thereof shall be designed and constructed in accordance with allowable stress design, as permitted by the applicable materials. 1604.2 Strength. Buildings and other structures, and parts thereof, shall be design and constructed to support safely the nominal loads in load combinations defined in the I.B.C. 2015 Code without exceeding the appropriate specified allowable stresses for the materials of construction. 1604.3 Serviceability. Structural systems and members thereof shall be design to have adequate stiffness to limit deflections and lateral drift as required by Table 1604.3 of the IBC 2015 Code and Section 12.12.1 of the ASCE 7-10 Table 1604.3 Deflection Limits aAcAl Construction L S or Wr 8 D+L d,g Roof members e Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling 1/360 1/360 1/360 1/240 1/240 1/180 1/180 1/180 1/120 Floor members I 1/360 1 1 L1240 With plaster or stucco finish 1/360 - — With other brittle material --- 1/240 ---- With flexible finishes -- 1/120 — Refer to Table 1604.3 of the I.B.C. 2015 for footnotes a,b,c,d,e,g,h, and I. PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila LOAD COMBINATIONS PER SECTION 1605 2015 Section 1605.1 General. Buildings and other structures and portions thereof shall be designed to resist the load combinations specified in Section 1605.1 1. The load combinations pecified in Section 1605.2, 1605.3.1 or 1605.3.2 2. The load combinations specified in Chapters 18 through 23, and 3. The seismic load effects including overstrength factor in accordance with Section 12.2,5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7-10. With the simplified procedure of ASCE 7-10 Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 of the ASCE 7-10 shall be used. Section 1605.3 Load combinations using allowable stress design Section 1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by the code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads: D + F (Equation 16-8) D+H+F+L (Equation 16-9) D+H+F+(L or S or R) (Equation 16-10) D+H+F+0.75(L)+0.75(L r or S or R) (Equation 16-11) D+H+F+(0.6W or 0.7E) (Equation 16-12) D+H+F+0.75(0.6W)+0.75L+0.75(L r or $ or R) (Equation 16-13) D+H+F+0.75(0.7E)+0.75L+0.75S (Equatiion 16-14) 0.6D+0.6W+H (Equation 16-15) 0.6(D+F)+0.7E+H (Equation 16-16) Exceptions: 1.- Crane hook loads need not be combined with roof live load or with more than three -fourths of the snow load or one-half of the wind load 2.- Flat roof snow loads of 30 psf or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow load exceeds 30 psf 20 percent shall be combined with seismic loads. Refer to section 1605.2.1 of the IBC 2015 Code for exceptions 3, 4 and 5 PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Dead Loads (Per Section 1606, I.B.C. 2015) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Roof Dead Loads Asphalt shingles 1/2" Plywood #30 Felt Pre-eng. trusses @ 24" o.c. R-49 Insulation: 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS ............................. USE: 15 p.s.f. for design USE: 6.00 p.s.f. over the roof area to account for wall partition weight for seismic calculations 2.00 p.s.f. 1.60 p.s.f. 0.30 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 11.90 p.s.f. J PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Dead Loads (Per Section 1606, 2015) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Upper Floor Dead Loads Carpet and Pad 3/4" Plywood 11-7/8 TJl joist @ 16" OC R-25 Insulation 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS 1.00 p.s.f. 2.40 p.s.f. 4.00 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. USE: 15.00 p.s.f. for design USE: 12.00 p. s. f. over the floor area to account for wall partition weight for seismic calculations 12.90 p.s.f. 1 PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Dead Loads (Per Section 1606, 2006) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Main Floor Dead Loads Carpet and Pad or Hardwood 3/4" Plywood 11-7/8 TJI joist @ 16" OC R-25 Insulation: 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS .11111,1•1004,11.•*.04”),..1...11,111ditalP 2.00 p.s.f. 2.40 p.s.f. 4.00 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. USE: 15.00 p.s.f. for design USE: 12.00 p. s. f. over the floor area to account for wall partition weight for seismic calculations 13.90 p.s.f. I PRO ECT: Arco Construction Residence OB Arco Const-01-Tu a I.- 2 X EXTERIOR WALLS 1/2" Plywood 1.60 p.s.f. 2x6 Studs @ 16" 2x6 To & Bottom o.c. 1.75 p,.s.f. Plates 1.00 p„s. . R-30 Insulation 1.00 p.s.f. 5/8" G.W.B. 2.50 p,.s.f. Electrical and Mechanical 1.50 ps.fL TOTAL LOADS 9.35 p.s.f. USE: _ 10 p.s.f for design IL LATERAL LOADS Use: 5.00 p.s.f. FOR DESIGN (Per I.B.C. 2015 Section 1607.14) *Assume 6.00 p. s. f. of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f of floor area to account for walls and partitions for seismic calculations PROJECT: Arco Construction Residence OB Arco Const-O Tuk a . 2 X INTERIOR 2x4 Studs @ 16" o.c. 1.50 p.s.f. 2x4 Top & Bottom Plates 6.75 p.s.f. 2x6Top & Bottom Plates 1.50 p.s.f. 5/8" G.W.B. 2.50 p.s.f. Electrical and Mechanical1.50 p.s.f. TOTAL. LOADS 7.75 p.s. . USE: 10.00 p. s. f. for design LATERAL LOADS Use: 5.00 p.s.f. FOR DESIGN (Per I.B.0 2015 Section 1607.14) *Assume 6.00 p.s.f. of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f. of floor area to account for walls and partitions for seismic calculations PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Live Loads (Per Section 1607, IBC 2015) Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 1607.1 Live loads per LB.0 2015 Table 1612.1 Item 25 Residencial One and Two family dwellings Uninhabitable attics without storage' Uninhabitable attics with storageisk Habitable attics and sleeping areas k ......, All other areas except balconies and decks areas Hotels and multifamily dwellings 10 p.s.f. 20 p.s.f. 30 p.s.f, 40 p.s.f. Private rooms and corridors serving them 40 p.s.f. Public rooms and corridors serving them 100 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 26 Roofs Ordinary flat, pitched, and curved roofs 20 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 30 Stairs & Exits One and two family dwellings 40 p.s.f. All other......“..._______ ....... ...... 100 p.s.f. Live load per LB.C. 2015 Table 1607.1 Item 31 Storage Warehouses Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Heavy 250m p.s.f. Ligth_ .... _ ... .... ....... ..... .......... _ ..... _125m p.s.f. Live load reductions shall be per section 1607.10 of the I.B.C. 2015 Roof live load reductions shall be per section 1607.12.2 of the LB.C. 2015 PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Alternate floor live load reduction ( Per section 1607.10.2 IBC 2015) As an alternative to Section 1607.10.2, floor live loads are permitted to be reduce in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations. The design live load for any structural member supporting 150 Sq. Ft. or more is permitted to be reduced in accordance with the following equatiion. R=0.08(A-150) Such reduction shall not exceed 1.- 40 percent for horizontal memebers 2.- 60 percent for vertical members 3.- R as determined by the following equation (Equation 16-24) R=23.1 (1 +D/Lo) (Equation 16-25) A = Area of floor supported by the member in square feet D = Dead load per square foot or area supported Lo = Unreduced live load per square foot or area supported R = Reduction in percent. Reduction in roof live load (Per Section 1607.12.2 IBC 2015) Lr = LOR1R2 (Equation 16-26) where: 12 [ Lr [ 20 Lo = Unreduced roof live load per square foot of horizontal projection supported by the member. Lr = Reduced live load per square foot of horizontal projection in pounds per square foot The reduction factors R1 and R2 shall be determined as follows: R1 = 1 for A t <= 200 Sq. Ft. (Equation 16-27) R1 = 1.2 - 0.001*At for 200 < At < 600 Sq. Ft (Equation 16-28) R1 = 0.6 for At > 600 Sq. Ft. (Equation 16-29) where: At = Tributary span (span length multiplied by effective width) in square feet supported by any structural member, and F = for a sloped roof, the number of inches of rise per foot, and F = for an arch dome, rise -to -span ratio multiplied by 32, and R2 = 1 for F<=4 (Equation 16-30) R2 = 1.2-0.05F for 4<F<12 (Equation 16-31) R2 = 0.6 for F>12 (Equation 16-32) '4 4 f• PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Snow Loads (Per Section 1608 IBC 2015) 1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7-10, but the design roof load shall not be less than determined Section 1607. Ground snow load: Pg = 25 psf (From Fig. 7-1 or Table 7-1 ASCE-7-10) Importance factor: Is = 1.00 (From Table 1.5-2 based on Risk Category from Table 1.5-1 of ASCE 7-10) Snow exposure factor: Ce = 1.00 (From Table 7-2 ASCE-7-10) Partial Exposure B and C Thermal factor: Ct = 1.00 (From Table 7-3 ASCE-7-10) Roof slope factor: Cs = 1.00 (From Fig.7-2 from ASCE-7-10) Design snow load: S=0.7*Ce*Cets*Pgis (Flat & Sloped Roofs) Use 25 psf Snow Load for Design PROJECT: Arco Construction Residence JOB#: Arco Const 01-Tukwila Wind Loads (Per Section Section 1609 IBC 2015) 1609.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by others. 1609.1.1 Determination of wind loads. Wind loads on every building shall be determined in accordance with Chapters 26 to 30 of ASCE 7-10 or provitions of the alternate all-heigths method in section 1609.6. The type of opening protection required, the ultimate design wind speed, V,,k and the exposure category for a site is permitted to be determined in accordance to Section 1609 or ASCE 7-10 Basic Wind Speed V,,,r = 110 mph (Figure 1609A IBC 2015 or Figure 26.5-1A asce 7-10) Surface Roughness B (Section 1609.4.2 IBC 2015 or Section 26.7.2 of the ASCE 7-10) Exposure Category 'B" (Section 1609.4.3 IBC 2015 or Section26.7.3 of the ASCE 7-10) Enclosure Classification Enclosed (Section 26.2 of the ASCE 7-10) Risk Category of Building II (Section 1.5.1 and Table 1.5-2 ASCE 7-10) Wind directionality factor Kd = 0.85 (Section 26.6 and Table 26.6-1 ASCE 7-10) Topographic Factor Krt = (1+K 1 *K2 *K3) 2 (Section 26.8 and Figure 26.8-1) asce 7-10 USE Kzt =1.67 !Wind loads have been calculated based on Chapter 28 Envelope Procedure PROJECT: Arco Construction Residence JOB#: Arco Const-01-Tukwila Earthquake Loads (Per Section 1613 IBC 2015) 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earrthquake motion in accordance with ASCE-7-10, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 IBC 2015 or ASCE 7-10 Risk Category of Building 11 (From Table 1.5-1 ASCE-7-10) Site Class D (From section 11.4.2 ASCE-7-10 Fe Short period site coefficient (at 0.2 s-period) Section 11.4.3 ASCE 7-10 F, Long period site coefficient (at 1.0 s-period) Section 11.4.3 ASCE 7-10 Mapped MCER 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.1 Mapped MCE R 5 percent damped, spectra response acceleration parameter at a periods of 1 s as defined in Section 11.4.1 Si = 0.57 g RCB 11 Sc D Fa = 1.00 F, = 1.50 Ss = 1.51 g The MCER 5 percent damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section11.4.3 S MS =FaSs (Equation 11.4-1) S MS = 1.51 g The MCE R 5 percent damped, spectra response acceleration parameter at a periods of 1 s adjusted for site class effects as defined in Section 11.4.3 S mi = F vS (Equation 11.4-2) SMI = 0.85 g Design 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.4 S as = 2/3S MS (Equation 11.4-3) S OS = 1.00 g Design 5 percent damped, spectra response acceleration parameter at a period of 1 s as defined in Section 11.4.4 SDI= 2/3S mi (Equation 11.4-4) Sal = 0.57 g le Importance factor as prescribed in Section 11.5.1 ASCE 7-10 Seismic Design Category D (From Tables 11.6-1 & 11.6-2 ASCE-7-10) Response Modification Factor R=6.5 (From Table 12.2-1 ASCE-7-10) System Overstrength Factor 00 =2.5 (From Table 12.2-1 ASCE-7-05) Deflection Amplification Factor Cd = 4 (from Table 12.2-1 ASCE 7-10) I e= 1.00 SDC = D R = 6.50 Clo = 2.50 Cd 4.00 10/7/2019 U.S. Seismic Design Maps � J • 4 J J F v OSHPD Arco Construction 5005 S. 114th Street Tukwila, WA 98178 5005 S 114th St, Tukwila, WA 98178, USA Latitude, Longitude: 47.5001816, -122.27103440000002 Goggle Date Design Code Reference Document Risk Category i € Site Class Type Value Description 1 Ss 1.505 SI SMS SM1 SDS SD1 t Type Value Description SDC D Seismic design category 1 Site amplification factor at 0.2 second 1.5 Site amplification factor at 1.0 second PGA 0.626 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.626 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.505 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.603 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.549 Factored deterministic acceleration value. (0.2 second) S1 RT 0.565 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.613 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 1.24 Factored deterministic acceleration value. (1.0 second) PGAd 1.343 Factored deterministic acceleration value. (Peak Ground Acceleration) MCER ground motion. (for 0.2 second period) S Avon St 10/7/2019, 10:59:46 PM ASCE7-10 11 D - Stiff Soil 0.565 MCER ground motion. (for 1.0s period) 1.505 Site -modified spectral acceleration value 0.847 Site -modified spectral acceleration value 1.003 Numeric seismic design value at 0.2 second SA 0.565 Numeric seismic design value at 1.0 second SA Map data ©2019 ▪ 10/7/2019 U.S. Seismic Design Maps Type Value Description CRS 0.939 Mapped value of the risk coefficient at short periods P I OR1 0.921 Mapped value of the risk coefficient at a period of 1 s 1 ▪ 10/7/2019 U.S. Seismic Design Maps r i� mu r 111 2.0 1.5 ro 1.0 0) 0.5 0.0 0 MCER Response Spectrum 1.5 1.0 0.5 0.0 0 2 4 Period, T (sec) — Sa(g) 2 4 Period, T (sec) — Sa(g) Design Response Spectrum 6 6 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR-5005 S 114th • Street, Tukwila.wsw Mai • • • NNW Not PI .41 WoodWorks® Shearwalls 10.31 Project Information Company Project SAZEI Design Group, Hamid Korasani, P.E. (425) 214-2280 LLC. Arco Construction Residence 5005 S. 114th Street Tukwila, WA. 98178 DESIGN SETTINGS Oct. 10, 2019 11:43:18 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service - - - - Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.50 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - 2.0 1. 5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent. Lateral Force Procedure Design Wind Speed 110mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Mall D D - All others Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.560g SS:1.500g Fundamental Period T Used Approximate Ta Maximum T E-W 0.252s 0.252s 0.353s N-S 0.252s 0.252s 0.353s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S loads Eccentricity(%) 15 15 Loaded at 75% Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR-5006 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 1 of 3 mi 1*- 0-1 0-2 0-3 =IMIN I 0-4 0-5 0-6 G-1 C-1 Oct 10, 2019 11:43:16 0-7 M-2 1-1 C-2 D-1 A-1 50' 45' 40' 35' 30' 25' 20' 15' 1 0 ' 5' 0' -5' -10' -15' -20' -25' -30' -30' -75' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 2 of 3 um 'ow Mel 0-1 0-2 0-3 0-4 0-5 0-6 0-7 J K-1 K-2 G-1 G-2 L —.1 (.) M-1 immumee mmimmi C-2 C-3 me2 1- I .7 c? D-2 A-1 -30' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20" -25' -30' 35' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 3 of 3 0-1 H-1 N-5 c sommommiems E-1 E-2 C-1 K-1 F-1 V (NI C-2 B-1 C-3 8-2 C-4 A-1 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' • -25' -20' -15' -10' -5' 0' 10' 15' 20' 25' 35' • IMO PI WoodWorks® Sheatwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct, 10, 2019 11:43:18 Structural Data STORY INFORMAT ON Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Ceiling 29.83 0.0 Level 3 21.83 1'-2.0 8.00 Level 2 10 . 67 1'-2.0 10.00 Level 1 0.50 6.0 9.00 Foundation 0.00 BLOCK and ROOF INFORMATION Block Dimensions jft] Face Type Roof Panels Slope Overhang [ft] Block 1 3 Story E-W Ridge Location X,Y = -20.00 -20.00 North Side 36.0 1.50 Extent X,Y = 51.00 65.50 South Side 36.0 1.50 Ridge Y Location, Offset 12.75 0.00 East Gable 90.0 1.50 Ridge Elevation, Height 53.63 23.79 West Gable 90.0 1.50 WoodWorks® Shearwalls Arco Construction SFR-5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in In Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 2 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 2 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 2 Structural sheath 24/16 7/16 - 3 Horz 27000 8d Nail N 2 12 Y 1,2,3 3 1 Struct Sh OSB 24/16 5/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2 2 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 4 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 5 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 6 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 2 Struct Sh OSB 24/16 1/2 - 3 Horz 83500 5d Nail N 7 7 Y 1,2 7 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 2 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 8 Ext Structural I 5/16 - 3 Horz 32500 8d Nail N 6 12 Y Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 9 Ext Structural sheath 5/16 - 3 Horz 25000 8d Nail N 3 12 Y 1 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 10 1 Structural sheath 24/16 7/16 - 3 Horz 27000 8d Nail N 2 12 Y 1,2,3 2 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 11 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 12 Ext Structural I 3/8 - 3 Horz 32500 8d Nail N 2 12 Y 2,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8 6d = .092"x 1-7/8'; 8d = .113" x 2-3/8' 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3, 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. 5. This material does not contribute to seismic shear resistance because of the "Ignore non -wood -panel contribution for all walls" design setting. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d In Spcg in SG E psi"6 Standard Wall 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. Wall 7 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 D.Fir-L (N) Stud 1.50 5.50 16 0.49 1.40 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 5 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 6 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. Wall 34 O mai O WoodWorks® Shearwalls Arco Construction SFIR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 FRAMING MATERIALS and STANDARD WALL by WALL GROUP (continued) 7 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 8 D.Fir-L Stud 1.50 5,50 16 0.50 1.40 9 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 10 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 11 Hem -Fir Stud 1.50 5.50 16 0.43 1,20 12 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Gip — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity ▪ Standard Wall - Standard wall designed as group. Imo Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. .00 9��u�� 0U ������KD��K�rksQ� ~°..-..=K���..s Arco Cmmstructimm0PR-5005 S 114th Street, aw am aw w� � SHEARLNE,WALL and OPENING DIMENSIONS North -south Type VKa| Shearlines Group Location Extem[g Length FHS [ft] X Ift] Start End N Wind Seismic Line Level Line z seo y Wall z-z aeq y Wall 1-4 aen y Wall z-n NSW Wall z-» mxw Wall z-z NSW Lrvelo Line z mo° Wall 1-1 NSW Wall 1-3 mon Wall z-z mon Lmve|1 Line z NSW Wall z-z msw Line Lwve|u Line z ae« z Wall 2-2 uen z Wall z-z oeg 1 Leve|l Line 2 oeo z Wall 2-1 ueg z Line Leve|1 Line s yeo z Wall 3-1 aen 1 Line 4 Leve|3 Line o aeg z wall *-z oev z Line Lwve|3 Line s seo 1 wall 5-1 aeg 1 Lovell Line 5 oeg 4 Wall x-z srg o Wall a-z o=g ^ Line Levm|o Line s oeg 6 Wall s-z oon a Line Le,e|o Line 7 oen z Wall 7-2 oeg z Wall 7-1 oeo z Leve|o Line 7 aeg s Wall 7-1 aeg s Leve|l Line 7 oeg « Wall 7-1 orn « Line Lvvn\o Line u ae« 1 Wall u-s oey z w^lz o-c oeo 1 wall e-z se« 1 Leve|l Line o ue« 1 Wall o-z oes z Wall o-z aeg z Line Love|o Line y oeg 1 Wall o-z aeo 1 wall 9-1 ueg 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o'on -20.00 -zn.no 45.50 65.50 0.00 o,no -uu.uo -eo.00 xs'su os.m 0.00 0.00 «o'so 45.50 zo'nn su'so 23.00 27.50 5n'so z».no 27.50 50.50 23.00 27.50 -za.00 -20.00 «s.sn 65.50 s«.sn 54.50 -zo.00 -o.no «o.so s*'so 54.50 54.50 -o.00 -zu.ou 45.50 as'so 8.00 8.00 -o.uo 18.00 26.00 8.00 8.00 8.00 -«'nn -zo.00 45.50 as'no 6.50 6.50 -*.nn 15.00 e1.5n 6.50 6.50 6.50 1'50 -uo'oo 45'50 oa'so *.xo 6.50 1.50 29.50 so'nn s'on s'sn s'sV 1.32 1.00 1.50 -xu.on 18.00 33.50 5.00 -uo.nu s'uo 17.50 r.«o zon 8.00 m.»n 24.50 «s.uv 65.50 6.50 12.00 *u.sn 65'50 z/'uo zo'on *5.00 41.50 6.00 ss'mo 11.00 e.»o 18.50 6.50 12.00 18.50 s'so 12.00 10.00 10.00 10.00 10.00 20.50 11.00 9'5« 20.50 11.00 y'sn 8.00 -zo.00 45.50 65.50 sn'sn 30.50 o.on -9.no 21.50 30.50 30.50 30.50 8.00 -cn.ou 45.50 65.50 31.00 31.00 8.00 -o.uo 12.23 12.00 zzsn _zo.00 zzno 15.00 21.50 31.00 45'»» «s.5n 22.00 m'so 4.50 -o.00 65.50 »'»» zou 65.50 3.50 3.00 31.00 31'00 «'«« 0.00 0.00 »'«» 15.50 8.50 run 15.50 8.50 7.00 6.50 3.50 3.00 _ _ - _ - 9.00 - - - »'»« _ 9.00 - 8.00 - 8.00 - - 10.00 - 9.00 _ - - ���U���U� UU �������8���X"�=~=~°..��K���..s Arco Construction SFIR--500SS 114tMStrmmt SHEARLINE,VALL and OPENING DIMENSIONS (continued) Line1Q Level 3 Line m Wall zv-z Line11 Level Line zz nazz 11-1 Wall zz-z Wall 11-3 Linw12 Level Line zc Wall 12-1 Wall 12-2 Line 13 Levo|3 Lino z: wall 13-7 wazz zJ-e wazz 13-5 Wall 13-3 wolz zs-o Wall 13-1 Wall 13-4 wpzl za-n Wall 13-2 Line14 Leve|3 Line zo Wall 14-1 Loww|z Line 14 Wall 14-4 Wall zo-o Wall 14-2 Wall 14-3 Wall 14-* wall 14-1 Wall 14-7 Lewe|l Line 14 Wall 14-2 Wall 14-4 Wall 14-3 Wuzz z«-z ueg awg oeo o=n aeo ucg oen xeg yeo aen sns ueo owg oro mow mow NSW muw mow msw NSW ocm uco oeo mow NSW mae maw NSW aeo ocg mow now oow z z 6,1 6'1 s'z o'z 1 z z zn zn 10 zo 10 12 12 zu zz zz 20.00 20.00 z».on 23.00 23.00 23.00 25.00 25.00 z».ou 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 -zn.nn 1e'50 -un.on -2.50 23.00 33'50 -zn'ou -o'on 23.00 -zn.00 zs'on 37.50 6.50 -«.uu 19.50 -zo.so 3.00 zu'ou -r.so -20.00 -zn.ou -zo.00 8.50 15.50 o'sn 6.50 12.00 -zn.no 20.00 -20'00 a'so 37.00 z».nu -zu'no «s.so 27.00 «».00 4.50 29.50 37.00 45.50 4.50 37.00 45.50 »z.00 41.50 19,50 3.00 23.00 -7'50 6.50 37.50 -o'on 45.50 45.50 us.*o 12.00 20.00 6.50 8.50 15.50 4.50 45.50 45.50 23.00 ^o.so 37.00 1.50 65.50 8.50 65.50 7.00 6.50 3.50 65.50 13.50 14.00 65.50 9.00 4.00 13.00 7.00 3.50 3.00 3.50 5.50 3.50 ss.:n ao.:u *n.uo 3.50 *.50 2.00 2.00 3.50 z«'sn 25.50 as'on 18.50 8.50 1*.00 e4.50 8150 8.50 8.50 8.50 17.00 17.00 7.00 7.00 6.50 6.50 3.50 3.50 27.50 27.50 13.50 13.50 14.00 14.00 33.00 ss'nn 9.00 9.00 4.00 4.00 13.00 zo'ou 7.00 r'on 0.00 o'oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o'oo 0.00 n'oo 0.00 o'oo 0.00 8.00 0.00 s'su 0.00 4'50 0.00 o'nn 0.00 0.00 0.00 o'on 0.00 o'no 0.00 0.00 18.50 18.50 18.50 zn'uo 0.00 o'oo 0.00 0.00 0.00 0.00 8.00 - 10.00 - - - 9.00 - - 8.00 - - - - - - - - - 8.00 - 10.00 - - - ' - - - o'no - - - - East -west Type VVao Location Extent [ft] Length FMS [ft] Height $hnarxnea Group Y[ft] Start End Ig Wind Seismic IN Line Leve|o Line a maw -zn.nn -zo'no 31.00 51.00 0.00 0.00 8.00 Wall A-1 msw -zo.ou -zo.on 31.00 51.00 0.00 o'on - Levu|2 Line A mow -zu.Vo -uo'no 31.00 51.00 0.00 0'00 10.00 **lz x-1 msw -zn.vo -zn.no 31.00 51.00 0.00 n'ov - Levm|1 Line u NSW -zo.00 -uo.00 31.00 51.00 0.00 0.00 9.00 Wall A-z man -zo.00 -zn'nn 31.00 51.00 0.00 o'ou - Line Lwve|a Lion c ucq x -zo.on -zo.00 sz'oo 51.00 24.50 24'50 8.00 Wall c-m ueg z -zn.on 24.00 28.00 4.00 o'oo «.nn - wall C-a n=n n -zo.no 10.00 17.50 7.50 7.50 7.50 - w^lz c-z oeg s -10.00 -5.00 z'nn 7.00 7.00 7'00 - Wall c-z o=e » -zo.00 -zn.no -zo.uu 6.00 6.00 6.00 - Leve|2 Line c oc9 2 -y.00 -zo.no 31'00 51.00 12.00 12.00 10'00 w°zl o-1 ueg z -p.on -zo.00 -zo.sn 3.50 3.50 s'so - Wall c-o oeo z -y.uo 11.00 z».uo «.00 4.50 o'sn - Wall o-2 aog z -*.00 4.00 8.00 4.00 4.00 *'oo - Lovell Line c nog 1 -y.no -uo.00 31.00 51.00 42.50 42.50 9.00 WoodWorks@ Shearwalls Arco ConetrxctowSFR-5005 S 114th Street, SMEARLINE.WALL and OPENING DIMENSIONS (continued) nozl o-z nes z w*zl n-z seg 1 Line Lwvm|3 Line a uun Wall o-z mmw w=zz a-1 xaw Line Lmve 2 Line o s=g n w=zl o-z aes « Wall o-z oeg « Levm|1 Line o o=g z Wall o-z aeg z Line E Leve|3 Line o aeg z Wall o-s ueg z Wall o-z aeg 1 Wall o-1 scg 1 Line Leve|3 Line r oeg 1 Wall F-1 ueg 1 Line Leve|2 Line o org 1 Wall G-z neq 1 Wall o-z oeg 1 Lwvn|1 Line s oeg 1 Wall n-z oeg 1 Line Lev=|m Line o oeq » Wall x-z seg s Line Leve u Line z oeo o Wall z-z a=g s Wall z-z aeg s Lvve|1 Line z seg z Wall 1-1 nee z Line Lovell Line J a=o z wall J-z ycs z Line Levo|3 Line m aeg z Wall x-z oes z Lewe|2 Line n yee * Wall u-1 oeg o Wall n-z uen a Line L Leve|3 Line L aeg 1 Wall L-1 ocg 1 Leve| l Line L oag z Wall L-z seg z Line Leve|o Line M a=o z Wall m-z aeg z nazz w-z oeg z Level -y.un 8.50 25.00 16.50 z*.so 16.50 -y.vo -18.00 8.00 26.00 26.00 28.00 z'nn 17.50 2.00 4.50 ^'so 4'5n 24.00 24.00 10.00 31.00 31.00 22.00 22.00 6.50 »'«« 51.00 5.00 9.00 0.00 0.00 0.00 \4.no s'oo 9.00 0.00 0.00 0.00 14.00 5.00 9.00 *.so -20.00 31.00 51.00 22.50 22'50 «.s0 8.50 6.28 6.00 6.50 6.50 31.00 22,50 22.50 22.50 13.50 -zo.oV 31.00 51.00 8.00 8.00 13.50 zo'oo 17.50 17.50 z7.m 28.00 8.00 51.00 15.00 6.00 8.00 8.00 21.00 15.00 6.00 zz'no 15.00 s'oo 18.00 -uo'oo 31.00 51'00 26.00 26.00 18.00 -zo.no 8.00 zs'oo 26.00 uo'oV 21.50 -zu.on 31.00 »z.nn 16.50 z�.zo 21.50 -zo'on -3.50 16.50 16.50 zs'so 23.00 23.00 23.00 31.00 26.00 31.00 51.00 3.00 3.00 6.00 3.00 3.00 6.00 3.00 3.00 23.00 -20.00 31.nn 51.00 17.00 17.00 23.00 14.00 31.00 17.00 zroo 17.00 25.50 -zn.nn 31.00 51'00 6'00 6.00 25.50 -1*'00 -o.00 a'oo 6.00 6.00 27.00 -uo'nn 31.00 51.00 12'50 12'50 27,00 15'50 zzan 27.00 27.50 28.00 12.50 51.00 5.00 17.00 12.50 12'50 o'oo 5.00 17.00 zz'nn 5'un z7'oo 29.50 -20.00 31.00 51.00 11.00 11'00 29.50 -e.un z.m 11.00 11.00 zz'nn 30.00 -20.00 31.00 51.00 9.00 g'no »o.nn -8.50 0.50 9.00 31.00 23.50 16.00 51.00 u'nn 4.00 g'oo 9.00 o'oo 4.00 4.00 - 8.00 - _ 9.00 - - _ 8,00 - _ 9.00 - 8.00 - 10.00 - _ 9.00 - 9.00 - 8.00 - 10.00 - 8.00 - 9.00 _ 10.00 - - WoodWorks@ ShearwaUUs Arco C#mstrmctionSFR-50Q5 S 114th SXreet, SHEARLINE.WALL and OPENING DIMENSIONS (continued) Line u oeg 1 Wall m-z aeg z Wall a-z oeg z Line Level 3 Line m aee r Wall m-s u*n 7 Wall m-5 oeo 7 w^o m-1 ues r wazz w-« NSW wazz m-z mnw Line Level Line o mow Wall o-z mow Level Line o ocg s Wall o-z scg 5 w^zl o-« aen 5 Wall o-n NSW Wall 0-7 mon Wall o-s mow Wall o-» won Wall 0-1 NSW Level Line o neg o Wall o-z seg 8 Wall o-* aeo n Wall o-s oeg V n=lz 0-3 NSW wplz 0-7 mow Wall o-n msw Wall 0-1 NSW 37.00 -20.00 31.00 51.00 9.50 9'50 37.00 12.00 16'50 4.50 4'50 4.50 37.00 20,00 25.00 5'08 5,80 s'VD 41.50 -20.00 31.00 51.00 39.50 39.50 *z.un -o.00 1.50 9.50 9.50 9'50 41,50 5.00 28.50 z».uo 23.50 zo'su 41.50 -20.00 -13.50 6.50 6.50 *'un 41.50 z'zo 5.00 3.50 0.00 0.00 «z.00 -13.50 -o'On 5.50 0.00 0.00 45.50 -co.on 31.00 51.00 0.00 0.00 45.50 -un.un 31.00 51.00 0.00 0.00 *5.50 -20.00 31.00 51.00 18.00 18.00 45.50 -m.ou -zz.sn 5.50 n'»n 5.50 45.50 -6.50 6.00 12.50 12.50 12'50 45.50 12.00 21.50 e.50 0.00 0.00 45.50 21.50 sz'oV 9.50 o'oo 0.00 45.50 6.00 12.00 «.no 0.00 0.00 45.50 -12.50 -s.00 6.00 o'nn 0.00 45.50 -20.00 -m.00 2.00 0.00 o'oo 45.50 -co.nn 31.00 51.00 zo'sU 20.50 45.50 -za.00 -12.50 5.30 *'sn s'oo «o.nO -5.50 4'50 10.00 10.00 10.00 «u.xo rno 12.00 5.00 5.00 s'nn 45.50 -za.so -o.sn 7.00 0.00 0.00 45.50 12.00 31.00 19.00 0.00 n'oo «s.so «.nn ron 2.50 0.00 o'on 45.50 -ou.00 -ze.ou 2.00 0.00 o'nn »'»« - - 8.00 - 8.00 - 10.00 - _ _ - _ - 9'Vo _ _ - - Legend., Type Seg = segmented,Frf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of fuffi-height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall � it WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN • A no 11.0 rrr r.r Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 1 of 3 co of 0 81A t tttI t tffitttttttttttfttttf A-1 tffit ftiffitifftiffifiitttittfi 109.8 4 ► UNictoreneneraNd shegload ($R) 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' ow int Imo asi WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 2 of 3 77.6 ttf ft ?ft Mt If tt ft? Hit tittlfttl 0-4 0-5 („) 0-6 0-7 K-2 A-1 -1 M-2 co D-1 1-2 tiff !tiff!!1 II 11,14 Jilliftlifftlit uEctorAenerd shdPioad r-: co 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' Lot Wit rr WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 3 of 3 N m r) 49.1 - 366.7 257 2 121 rN-1 2 N-2 I $ $ Actore generigd shegIoad ) E-2 N-3 287.8 0-1 N-4 E-3 C-2 6-1 A-1 i 170.3 N-5 I 9 72 1 21.2 60' 55' 50' 45' 40' 35' 5' -10' -15' -20' -25' -30' -35' -40' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' • oaf IR • • • • 1 1 WoodWorks® Shearwalls Arco Construction SRR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 Loads WIND SHEAR LOADS (as entered or qenerated Level3 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,p1f,psf] Start End Trib Ht [ft] Block 1 W Wall 2 W->E Wind Line -20.00 45.50 36.8 Block 1 W Wall Min W->E Wind Line -20.00 45.50 32.0 Block 1 W L Gable Min W->E Wind Line -20.00 12.75 0.0 190.4 Block 1 W L Gable 1 W->E Wind Line -20.00 12.75 0.0 317.6 Block 1 W L Gable 2 W->E Wind Line -20.00 12.75 0.0 238.2 Block 1 W Wall 1 W->E Wind Line -20.00 45.50 49.1 Block 1 W R Gable 2 W->E Wind Line 12.75 45.50 238.2 0.0 Block 1 W R Gable Min W->E Wind Line 12.75 45.50 190.4 0.0 Block 1 W R Gable 1 W->E Wind Line 12.75 45.50 317.6 0.0 Block 1 E L Gable Min W->E Lee Line -20.00 12.75 0.0 190.4 Block 1 E Wall Min W->E Lee Line -20.00 45.50 32.0 Block 1 E L Gable 1 W->E Lee Line -20.00 12.75 0.0 204.5 Block 1 E L Gable 2 W->E Lee Line -20.00 12.75 0.0 153.4 Block 1 E Wall 2 W->E Lee Line -20.00 45.50 25.8 Block 1 E Wall 1 W->E Lee Line -20.00 45.50 34.4 Block 1 E R Gable Min W->E Lee Line 12.75 45.50 190.4 0.0 Block 1 E R Gable 2 W->E Lee Line 12.75 45.50 153.4 0.0 Block 1 E R Gable 1 W->E Lee Line 12.75 45.50 204.5 0.0 Block 1 W L Gable 1 E->W Lee Line -20.00 12.75 0.0 204.5 Block 1 W L Gable Min E->W Lee Line -20.00 12.75 0.0 190.4 Block 1 W Wall 1 E->W Lee Line -20.00 45.50 34.4 Block 1 W Wall 2 E->W Lee Line -20.00 45.50 25.8 Biock 1 W L Gable 2 E->W Lee Line -20.00 12.75 0.0 153.4 Block 1 W Wall Min E->W Lee Line -20.00 45.50 32.0 Block 1 W R Gable 1 E->W Lee Line 12.75 45.50 204.5 0.0 Block 1 W R Gable 2 E->W Lee Line 12.75 45.50 153.4 0.0 Block 1 W R Gable Min E->W Lee Line 12.75 45.50 190.4 0.0 Block 1 E L Gable 2 E->W Wind Line -20.00 12.75 0.0 238.2 Block 1 E L Gable 1 E->W Wind Line -20.00 12.75 0.0 317.6 Block 1 E Wall Min E->W Wind Line -20.00 45.50 32.0 Block 1 E L Gable Min E->W Wind Line -20.00 12.75 0.0 190.4 Block 1 E Wall 2 E->W Wind Line -20.00 45.50 36.8 Block 1 E Wall 1 E->W Wind Line -20.00 45.50 49.1 Block 1 E R Gable Min E->W Wind Line 12.75 45.50 190.4 0.0 Block 1 E R Gable 2 E->W Wind Line 12.75 45.50 238.2 0.0 Block 1 E R Gable 1 E->W Wind Line 12.75 45.50 :317.6 0.0 Block 1 S Roof 2 S->N Wind Line -21.50 32.50 90.9 Block 1 S Roof 1 S->N Wind Line -21.50 32.50 121.2 Block 1 S Roof Min S->N Wind Line -21.50 32.50 99.5 Block 1 S Wall Min S->N Wind Line -20.00 31.00 32.0 Block 1 S Wall 2 S->N Wind Line -20.00 31.00 36.8 Block 1 S Wall 1 S->N Wind Line -20.00 31.00 49.1 Block 1 N Roof Min S->N Lee Line -21.50 32.50 99.5 E3lock 1 N Roof 2 S->N Lee Line -21.50 32.50 192.9 ock 1 N Roof 1 S->N Lee Line -21.50 32.50 257.2 Biock 1 N Wall Min S->N Lee Line -20.00 31.00 32.0 Block 1 N Wall 2 S->N Lee Line -20.00 31.00 22.9 Block 1 N Wall 1 S->N Lee Line -20.00 31.00 30.5 Block 1 S Roof Min N->S Lee Line -21.50 32.5U 99.5 Block 1 S Roof 2 N->S Lee Line -21.50 32.5a 192.9 Block 1 S Roof 1 N->S Lee Line -21.50 32.50 257.2 Block 1 S Wall 2 N->S Lee Line -20.00 31.00 22.9 Block 1 S Wail 1 N->S Lee Line -20.00 31.00 30.5 Block 1 S Wall Min N->S Lee Line -20.00 31.00 32.0 Block 1 N Roof 1 N->S Wind Line -21.50 32.50 121.2 Block 1 N Roof Min N->S Wind Line -21.50 32.50 99.5 Block 1 N Roof 2 N->S Wind Line -21.50 32.50 90.9 Block 1 N Wall Min N->S Wind Line -20.00 31.00 32.0 Block 1 N Wall 2 N->S Wind Line -20.00 31.00 36.8 Block 1 N Wall 1 N->S Wind Line -20.00 31.00 49.1 Level2 Magnitude Trlb Block F Element Load Wnd Surf Prof Location [ft] [lbs,p1f,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 2 W->E Wind Line -20.00 45.50 50.7 Block 1 W Wall Min W->E Wind Line -20.00 45.50 32.0 Block 1 W Wall 1 W->E Wind Line -20.00 45.50 67.6 Block 1 W Wall 2 W->E Wind Line -20.00 45.50 35.2 Block 1 W Wall 1 W->E Wind Line -20.00 45.50 47.0 WoodWorks® Shearwalls Arco Construction SFR-500,5 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 WIND SHEAR LOADS (as entered or generated)(continued) Thlock 1 Block 1 Block 1 Block 1 Block 1 Biock 1 Block 1 Block 1 Block 1 Block 1 Biock 1 lock 1 Block 1 lock 1 ock 1 Block 1 ock 1 ock 1 ock 1 Block 1 ock 1 ock 1 ock 1 l3lock 1 l3lock 1 l3lock 1 IBiock 1 I3iock 1 lock 1 Biock 1 lock 1 lock 1 Biock 1 ock 1 lock 1 lock 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 W E E E E E E W W W W W W E E E E E E S S S S S S N N N N N N S S S S S S N N N N N N Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Wall Min 2 2 1 Min Min 1 Min Min 1 2 2 1 2 1 2 Min Min 1 1 1 2 Min 2 Min Min 1 2 1 2 Min 2 2 Min 1 1 Min Min 1 Min 1 2 2 W->E W->E W->E W->E W->E W->E W->E E->W E->W E->W E->W E->W E->W E->W E->W E->W E->W E->W E->W S->N S->N S->N S->N S->N S->N S->N S->N S->N S->N S->N S->N N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S Wind Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Lee Wind Wind Wind Wind Wind Wind Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 45.50 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 -20.00 31.00 49.3 39.7 25.8 34.4 32.0 49.3 53.0 32.0 49.3 34.4 39.7 25.8 53.0 35.2 47.0 50.7 49.3 32.0 67.6 67.6 47.0 50.7 32.0 35.2 49.3 49.3 30.5 22.9 47.1 35.3 32.0 22.9 35.3 32.0 47.1 30.5 49.3 49.3 67.6 32.0 47.0 35.2 50.7 .evell Magnitude Trib Biock F Element Load Wnd Surf Prof Location [ft] (Ibs,plf,psfj Ht Case Dir Dir Start End Start End rft] 1 ock 1 w wail2Wind Line -20.00 45.50 38.6 Biock 1 W Wall Min W->E Wind Line -20.00 45.50 40.0 Block 1 W Wall 1 W->E Wind Line -20.00 45.50 58.3 Block 1 W Wall 1 W->E Wind Line -20.00 45.50 51.5 Block 1 W Wall 2 W->E Wind Line -20.00 45.50 43.7 lock 1 W Wall Min W->E Wind Line -20.00 45.50 45.3 , ock 1 E Wall 2 W->E Lee Line -20.00 45.50 36.5 Elock 1 E Wall Min W->E Lee Line -20.00 45.50 40.0 Block 1 E Wall Min W->E Lee Line -20.00 45.50 45.3 Block 1 E Wall 1 W->E Lee Line -20.00 45.50 43.0 Block 1 E Wall 2 W->E Lee Line -20.00 45.50 32.2 Block 1 E Wall 1 W->E Lee Line -20.00 45.50 48.7 Block 1 W Wall 1 E->W Lee Line -20.00 45.50 48.7 Block 1 W Wall 2 E->W Lee Line -20.00 45.50 36.5 Block 1 W Wall 1 E->W Lee Line -20.00 45.50 43.0 Block 1 W Wall 2 E->W Lee Line -20.00 45.50 32.2 Block 1 W Wall Min E->W Lee Line -20.00 45.50 40.0 Block 1 W Wall Min E->W Lee Line -20.00 45.50 45.3 Block 1 E Wall 2 E->W Wind Line -20.00 45.50 43.7 Block 1 E Wall Min E->W Wind Line -20.00 45.50 45.3 Block 1 E Wall 2 E->W Wind Line -20.00 45.50 38.6 Block 1 E Wall 1 E->W Wind Line -20.00 45.50 51.5 ock 1 E Wall Min E->W Wind Line -20.00 45.50 40.0 Block 1 E Wall 1 E->W Wind Line -20.00 45.50 58.3 Block 1 S Wall 1 S->N Wind Line -20.00 31.00 5$.3 Block 1 S Wall 1 S->N Wind Line -20.00 31.00 51.5 Block 1 S Wall Min S->N Wind Line -20.00 31.00 45.3 Block 1 S Wall Min S->N Wind Line -20.00 31.00 40.0 Imo IR tow 40 114 40a '4000 PO 1=0 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N wall Block 1 N Wall 2 S->N Wind 2 S->N Wind 2 S->N Lee 1 S->N Lee Min S->N Lee 1 S->N Lee 2 S->N Lee Min S->N Lee 1 N->S Lee 1 N->S Lee 2 N->S Lee Min N->S Lee 2 N->S Lee Min N->S Lee 1 N->S Wind Min N->S Wind Min N->S Wind 2 N->S Wind 1 N->S Wind 2 N->S Wind Line -20.00 31.00 38.6 Line -20.00 31.00 43.7 Line -20.00 31.00 32.4 Line -20.00 31.00 38.2 Line -20.00 31.00 45.3 Line -20.00 31.00 43.3 Line -20.00 31.00 28.6 Line -20.00 31.00 40.0 Line -20.00 31.00 43.3 Line -20.00 31.00 38.2 Line -20.00 31.00 28.6 Line -20.00 31.00 45.3 Line -20.00 31.00 32.4 Line -20.00 31.00 40.0 Line -20.00 31.00 51.5 Line -20.00 31.00 45.3 Line -20.00 31.00 40.0 Line -20.00 31.00 43.7 Line -20.00 31.00 58.3 Line -20.00 31.00 38.6 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, .south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Ttib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 BUILDING MASSES Level 3 Force Building Block Wall Dir Element Line Profile Magnitude Trib Location [ft] [Ibs,plf,psf] Width Siam End Start End [ftl E-W Roof Block 1 1 Line -21.50 47.00 405.0 405.0 E-W Roof Block 1 14 Line -21.50 47.00 405.0 405.0 E-W Ceiling F1 n/a 1 Line -20.00 45.50 153.0 153.0 E-W Ceiling F1 n/a 14 Line -20.00 45.50 153.0 153.0 E-W R Gable Block 1 1 Line -20.00 12.75 237.9 0.0 E-W L Gable Block 1 1 Line 12.75 45.50 0.0 237.9 E-W L Gable Block 1 14 Line -20.00 12.75 237.9 0.0 E-W R Gable Block 1 14 Line 12.75 45.50 0.0 237.9 N-S Roof Block 1 A Line -21.50 32.50 513.8 513.8 N-S Roof Block 1 0 Line -21.50 32.50 513.8 513.8 N-S Ceiling F1 n/a A Line -20.00 31.00 196.5 196.5 N-S Ceiling F1 n/a 0 Line -20.00 31.00 196.5 196.5 Both Wall 1-1 n/a 1 Line -20.00 -10.00 40.0 40.0 Both Wall 1-2 n/a 1 Line -10.00 14.00 40.0 40.0 Both Wall 1-3 n/a 1 Line 14.00 20.00 40.0 40.0 Both Wall 1-4 n/a 1 Line 20.00 42.00 40.0 40.0 Both Wall 1-5 n/a 1 Line 42.00 45.50 40.0 40.0 Both Wall 4-1 n/a 4 Line 15.00 21.50 32.0 32.0 Both wall 5-1 n/a Line 29.50 36.00 32.0 32.0 Both Wall 7-2 n/a 7 Line 30.50 41.50 32.0 32.0 Both Wall 7-1 n/a Line -3.50 6.00 32.0 32.0 Both Wall 10-1 n/a 10 Line 18.50 27.00 32.0 32.0 Both Wall 13-1 n/a 13 Line -10.50 -7.50 32.0 32.0 Both Wall 13-2 n/a 13 Line -7.50 -4.00 32.0 32.0 Both Wall 13-3 n/a 13 Line -4.00 3.00 32.0 32.0 Both Wall 13-4 n/a 13 Line 3.00 6.50 32.0 32.0 Both Wall 13-5 n/a 13 Line 6.50 19.50 32.0 32.0 Both Wall 13-6 n/a 13 Line 19.50 23.00 32.0 32.0 Both Wall 13-7 n/a 13 Line 23.00 32.00 32.0 32.0 Both Wall 13-8 n/a 13 Line 32.00 37.50 32.0 32.0 Both Wall 13-9 n/a 13 Line 37.50 41.50 32.0 32.0 Both Wall 14-1 n/a 14 Line -20.00 45.50 40.0 40.0 Both Wall A-1 n/a A Line -20.00 31.00 40.0 40.0 Both Wall C-1 n/a B Line -20.00 -14.00 32.0 32.0 Both Wall C-2 n/a B Line -5.00 2.00 32.0 32.0 Both Wall B-1 n/a B Line 2.00 10.00 32.0 32.0 Both Wall C-3 n/a B Line 10.00 17.50 32.0 32.0 Both Wall B-2 n/a B Line 17.50 24.00 32.0 32.0 Both Wall C-4 n/a B Line 24.00 28.00 32.0 32.0 Both Wall E-3 n/a E Line 2.50 13.00 32.0 32.0 Both Wall E-1 n/a Line -20.00 -15.00 32.0 32.0 Both Wall E-2 n/a Line -11.50 -3.00 32.0 32.0 Both Wall F-1 n/a F Line 20.00 28.00 32.0 32.0 Both Wall H-1 n/a H Line -20.00 -3.50 32.0 32.0 Both Wall K-1 n/a K Line 15.50 28.00 32.0 32.0 Both Wall L-1 n/a L Line -9.50 1.50 32.0 32.0 Both Wall N-1 n/a N Line -20.00 -13.50 32.0 32.0 Both Wall N-2 n/a N Line -13.50 -8.00 32.0 32.0 Both Wall N-3 n/a N Line -8.00 1.50 32.0 32.0 Both Wall N-4 n/a N Line 1.50 5.00 32.0 32.0 Both Wall N-5 n/a N Line 5.00 28.50 32.0 32.0 Both Wall 0-1 n/a 0 Line -20.00 31.00 40.0 40.0 Level 2 Force Dir Building Element Both Wa E-W Floor F1 Both Wall 1-2 Both Wall 1-3 Both Wall 1-4 Both Wall 1-5 Both Wall 4-1 Both Wall 5-1 Both Wall 7-2 Both Wall 7-1 Both Wall 10-1 Block Wall Line n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 1 1 1 1 4 7 10 Profile Magnitude Trib Location [ft] [Ibs,plf,psf] Width Start End Start End [ft] e -20.00 -10.00 40.0 40.0 Line -20.00 45.50 382.5 382.5 Line -10.00 14.00 40.0 40.0 Line 14.00 20.00 40.0 40.0 Line 20.00 42.00 40.0 40.0 Line 42.00 45.50 40.0 40.0 Line 15.00 21.50 32.0 32.0 Line 29.50 36.00 32.0 32.0 Line 30.50 41.50 32.0 32.0 Line -3.50 6.00 32.0 32.0 Line 18.50 27.00 32.0 32.0 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 I3UILDING MASSES (continued) Both Wall 13-1 n/a 13 Line -10.50 -7.50 32.0 32.0 Both Wall 13-2 n/a 13 Line -7.50 -4.00 32.0 32.0 Both Wall 13-3 n/a 13 Line -4.00 3.00 32.0 32.0 Both Wall 13-4 n/a 13 Line 3.00 6.50 32.0 32.0 Both Wall 13-5 n/a 13 Line 6.50 19.50 32.0 32.0 Both Wall 13-6 n/a 13 Line 19.50 23.00 32.0 32.0 Both Wall 13-7 n/a 13 Line 23.00 32.00 32.0 32.0 Both Wall 13-8 n/a 13 Line 32.00 37.50 32.0 32.0 Both Wall 13-9 n/a 13 Line 37.50 41.50 32.0 32.0 Both Wall 14-1 n/a 14 Line -20.00 45.50 40.0 40.0 E-W Floor F1 n/a 14 Line -20.00 45.50 382.5 382.5 N-S Floor F1 n/a A Line -20.00 31.00 491.3 491.3 Both Wall A-1 n/a A Line -20.00 31.00 40.0 40.0 Both Wall C-1 n/a B Line -20.00 -14.00 32.0 32.0 Both Wall C-2 n/a B Line -5.00 2.00 32.0 32.0 Both Wall B-1 n/a B Line 2.00 10.00 32.0 32.0 Both Wall C-3 n/a B Line 10.00 17.50 32.0 32.0 Both Wall B-2 n/a B Line 17.50 24.00 32.0 32.0 Both Wall C-4 n/a B Line 24.00 28.00 32.0 32.0 Both Wall E-3 n/a E Line 2.50 13.00 32.0 32.0 Both Wall E-1 n/a Line -20.00 -15.00 32.0 32.0 Both Wall E-2 n/a Line -11.50 -3.00 32.0 32.0 Both Wall F-1 n/a F Line 20.00 28.00 32.0 32.0 Both Wall H-1 n/a H Line -20.00 -3.50 32.0 32.0 Both Wall K-1 n/a K Line 15.50 28.00 32.0 32.0 Both Wall L-1 n/a L Line -9.50 1.50 32.0 32.0 Both Wall N-1 n/a N Line -20.00 -13.50 32.0 32.0 Both Wall N-2 n/a N Line -13.50 -8.00 32.0 32.0 Both Wall N-3 n/a N Line -8.00 1.50 32.0 32.0 Both Wall N-4 n/a N Line 1.50 5.00 32.0 32.0 Both Wall N-5 n/a N Line 5.00 28.50 32.0 32.0 Both Wall 0-1 n/a 0 Line -20.00 31.00 40.0 40.0 N-S Floor F1 n/a 0 Line -20.00 31.00 491.3 491.3 Both Wall 1-1 n/a 1 Line -20.00 7.50 50.0 50.0 Both Wall 1-2 n/a 1 Line 7.50 18.50 50.0 50.0 Both Wall 1-3 n/a 1 Line 18.50 45.50 50.0 50.0 Both Wall 2-1 n/a 2 Line -9.00 18.50 40.0 40.0 Both Wall 2-2 n/a 2 Line 22.50 45.50 40.0 40.0 Both Wall 6-1 n/a 6 Line 17.50 27.50 40.0 40.0 Both Wall 7-1 n/a Line -9.00 21.50 40.0 40.0 Both Wall 8-2 n/a 8 Line 37.00 39.50 40.0 40.0 Both Wall 8-3 n/a 8 Line 41.00 45.50 40.0 40.0 Both Wall 8-1 n/a Line 16.00 22.00 40.0 40.0 Both Wall 9-1 n/a 9 Line -9.00 -6.00 40.0 40.0 Both Wall 9-2 n/a 9 Line 1.00 4.50 40.0 40.0 Both Wall 11-1 n/a 11 Line -2.50 4.50 40.0 40.0 Both Wall 11-2 n/a 11 Line 23.00 29.50 40.0 40.0 Both Wall 11-3 n/a 11 Line 33.50 37.00 40.0 40.0 Both Wall 14-1 n/a 14 Line -20.00 4.50 50.0 50.0 Both Wall 14-2 n/a 14 Line 4.50 6.50 50.0 50.0 Both Wall 14-3 n/a 14 Line 6.50 8.50 50.0 50.0 Both Wall 14-4 n/a 14 Line 8.50 12.00 50.0 50.0 Both Wall 14-5 n/a 14 Line 12.00 15.50 50.0 50.0 Both Wall 14-6 n/a 14 Line 15.50 20.00 50.0 50.0 Both Wall 14-7 n/a 14 Line 20.00 45.50 50.0 50.0 Both Wall A-1 n/a A Line -20.00 31.00 50.0 50.0 Both Wall C-1 n/a Line -18.00 -14.50 40.0 40.0 Both Wall C-2 n/a Line 4.00 8.00 40.0 40.0 Both Wall C-3 n/a Line 11.00 15.50 40.0 40.0 Both Wall D-1 n/a D Line 13.00 22.00 40.0 40.0 Both Wall D-2 n/a D Line 26.00 31.00 40.0 40.0 Both Wall G-1 n/a G Line -18.00 -12.00 40.0 40.0 Both Wall G-2 n/a G Line -7.00 8.00 40.0 40.0 Both Wall I-1 n/a I Line 23.00 26.00 40.0 40.0 Both Wall I-2 n/a I Line 28.00 31.00 40.0 40.0 Both Wall K-1 n/a K Line -18.00 -13.00 40.0 40.0 Both Wall K-2 n/a Line -8.50 8.50 40.0 40.0 Both Wall M-1 n/a M Line 12.00 16.00 40_0 40.0 Both Wall M-2 n/a M Line 19.50 23.50 40.0 40.0 Both Wall 0-1 n/a 0 Line -20.00 -18.00 50.0 50.0 Both Wall 0-2 n/a 0 Line -18.00 -12.50 50.0 50.0 Both Wall 0-3 n/a 0 Line -12.50 -6.50 50.0 50.0 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tuicwila.wsw Oct. 10, 2019 11:43:18 BUILDING MASSES (continued) Both Wall 0-4 n/a 0 Line -6.50 6.00 50.0 50.0 Both Wall 0-5 n/a 0 Line 6.00 12.00 50.0 50.0 Both Wall 0-6 n/a 0 Line 12.00 21.50 50.0 50.0 Both Wall 0-7 n/a 0 Line 21.50 31.00 50.0 50.0 Level 1 Force Building Block Wall Dir Element Line Both Wall 1-1 n/a 1 E-W Floor Fl n/a Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 2-1 n/a 2 Both Wall 2-2 n/a 2 Both Wall 6-1 n/a 6 Both Wall 7-1 n/a Both Wall 8-2 n/a 8 Both Wall 8-3 n/a 8 Both Wall 8-1 n/a Both Wall 9-1 n/a 9 Both Wall 9-2 n/a 9 Both Wall 11-1 n/a 11 Both Wall 11-2 n/a 11 Both Wall 11-3 n/a 11 Both Wall 14-1 n/a 14 E-W Floor Fl n/a 14 Both Wall 14-2 n/a 14 Both Wall 14-3 n/a 14 Both Wall 14-4 n/a 14 Both Wall 14-5 n/a 14 Both Wall 14-6 n/a 14 Both Wall 14-7 n/a 14 Both Wall A-1 n/a A N-S Floor Fl n/a A Both Wall C-1 n/a Both Wall C-2 n/a Both Wall C-3 n/a Both Wall D-1 n/a Both Wall D-2 n/a Both Wall G-1 n/a Both Wall G-2 n/a Both Wall I-1 n/a Both Wall I-2 n/a Both Wall K-1 n/a Both Wall K-2 n/a Both Wall M-1 n/a Both Wall M-2 n/a N-S Floor Fl n/a 0 Both Wall 0-1 n/a 0 Both Wall 0-2 n/a 0 Both Wall 0-3 n/a 0 Both Wall 0-4 n/a 0 Both Wall 0-5 n/a 0 Both Wall 0-6 n/a 0 Both Wall 0-7 n/a 0 Both Wall 1-1 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall 5-1 n/a 5 Both Wall 5-2 n/a Both Wall 7-1 n/a Both Wall 8-2 n/a 8 Both Wall 8-1 n/a Both Wall 12-1 n/a 12 Both Wall 12-2 n/a 12 Profile Magnitude Trib Locationn [lbs,Plf.Psq Width Start End Start End Line -20.00 7.50 50.0 50.0 Line -20.00 45.50 382.5 382.5 Line 7.50 18.50 50.0 50.0 Line 18.50 45.50 50.0 50.0 Line -9.00 18.50 40.0 40.0 Line 22.50 45.50 40.0 40.0 Line 17.50 27.50 40.0 40.0 Line -9.00 21.50 40.0 40.0 Line 37.00 39.50 40.0 40.0 Line 41.00 45.50 40.0 40.0 Line 16.00 22.00 40.0 40.0 Line -9.00 -6.00 40.0 40.0 Line 1.00 4.50 40.0 40.0 Line -2.50 4.50 40.0 40.0 Line 23.00 29.50 40.0 40.0 Line 33.50 37.00 40.0 40.0 Line -20.00 4.50 50.0 50.0 Line -20.00 45.50 382.5 382.5 Line 4.50 6.50 50.0 50.0 Line 6.50 8.50 50.0 50.0 Line 8.50 12.00 50.0 50.0 Line 12.00 15.50 50.0 50.0 Line 15.50 20.00 50.0 50.0 Line 20.00 45.50 50.0 50.0 Line -20.00 31.00 50.0 50.0 Line -20.00 31.00 491.3 491.3 Line -18.00 -14.50 40.0 40.0 Line 4.00 8.00 40.0 40.0 Line 11.00 15.50 40.0 40.0 Line 13.00 22.00 40.0 40.0 Line 26.00 31.00 40.0 40.0 Line -18.00 -12.00 40.0 40.0 Line -7.00 8.00 40.0 40.0 Line 23.00 26.00 40.0 40.0 Line 28.00 31.00 40.0 40.0 Line -18.00 -13.00 40.0 40.0 Line -8.50 8.50 40.0 40.0 Line 12.00 16.00 40.0 40.0 Line 19.50 23.50 40.0 40.0 Line -20.00 31.00 491.3 491.3 Line -20.00 -18.00 50.0 50.0 Line -18.00 -12.50 50.0 50.0 Line -12.50 -6.50 50.0 50.0 Line -6.50 6.00 50.0 50.0 Line 6.00 12.00 50.0 50.0 Line 12.00 21.50 50.0 50.0 Line 21.50 31.00 50.0 50.0 Line -20.00 45.50 45.0 45.0 Line -9.00 45.50 36.0 36.0 Line 18.00 26.00 36.0 36.0 Line 18.00 24.50 36.0 36.0 Line 33.50 45.50 36.0 36.0 Line -9.50 21.50 36.0 36.0 Line 37.00 45.50 36.0 36.0 Line 15.00 22.00 36.0 36.0 Line -9.00 4.50 36.0 36.0 Line 23.00 37.00 36.0 36.0 r rr IOW OR WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, :2019 11:43:18 BUILDING MASSES (continued) Both Wall 14-1 n/a 14 Both Wall 14-2 n/a 14 Both Wall 14-3 n/a 14 Both Wall 14-4 n/a 14 Both Wall A-1 n/a A Both Wall C-1 n/a Both Wall C-2 n/a Both Wall D-1 n/a D Both Wall G-1 n/a Both Wall I-1 n/a I Both Wall J-1 n/a J Both Wall L-1 n/a Both Wall M-1 n/a M Both Wall M-2 n/a M Both Wall 0-1 n/a 0 Both Wall 0-2 n/a 0 Both Wall 0-3 n/a 0 Both Wall 0-4 n/a 0 Both Wall 0-5 n/a 0 Both Wall 0-6 n/a 0 Both Wall 0-7 n/a 0 Line -20.00 4.50 45.0 45.0 Line 4.50 23.00 45.0 45.0 Line 23.00 37.00 45.0 45.0 Line 37.00 45.50 45.0 45.0 Line -20.00 31.00 45.0 45.0 Line -18.00 8.00 36.0 36.0 Line 8.50 25.00 36.0 36.0 Line 8.50 31.00 36.0 36.0 Line -18.00 8.00 36.0 36.0 Line 14.00 31.00 36.0 36.0 Line -14.00 -8.00 36.0 36.0 Line -8.50 0.50 36.0 36.0 Line 12.00 16.50 36.0 36.0 Line 20.00 25.00 36.0 36.0 Line -20.00 -18.00 45.0 45.0 Line -18.00 -12.50 45.0 45.0 Line -12.50 -5.50 45.0 45.0 Line -5.50 4.50 45.0 45.0 Line 4.50 7.00 45.0 45.0 Line 7.00 12.00 45.0 45.0 Line 12.00 31.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN s OM MI Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks®Shearwalls 10.31 Levet 1 of 3 cf),V6,23 586.3 586.3 WO 586.3 863®586.3 586.3 1-1111111liallail1L111111=1-11-111] 87.6 93.39E98 03.099M10 96.0 93.39293d37360.33(9140967.96.098M1E660-099 0 Lai Unfactored generated shear load (plf) 0-(8) Generated building mass (plf,Ibs) F1 - Flomprea tiosmassmaneratin -10-5' 0' 5' 10' 15' 20' --II Generated point load from wall (Ibs) Oct. 10, 2019 11:43:16 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' 465 -25' -30' -35' -40' 25' 30' 35' 40' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN MI I no Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 2 of 3 581.3 581.3 0-2 0-3 Unfactored generated shear load (plf) �—(8) Generated building mass (plf,lbs) F1 - Flodifrea 1,massweratis II Generated point load TrOrn wall 581.3 0-4 K-2 40.0 0 0 G-2 40,0 581.3 581.3 0 D-1 ois M '4 Oct. 10, 2019 11:43:16 581.3 0-7 4 t ' D-24 • I an o -10' -5' 5' 10' 15' 20' 25' 30' Or, *: *7:4 55' 50' 45' 40' 35' 30' 25' 20' Lr 15' 10' 5' 0' -5' CN -10' -15' -20' -25' -30' -35' -40' 35' 40' • " CV WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN ..r fieM Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Oct. 10, 2019 11:43:16 Level 3 of 3 at n tO 750 N-1 N-2 N-3 N-4 cp op op C-2 8-1 C-3 6-2 monmssismega rn 2245 4 45 221 5 344 233 $ 1$ Unfactored generated shear load (plf) ¢s-® Generated building mass (plf,lbs) F1 - Floor area 1 for mass generation ---�� G rated hint to Sfrom (IbsJ10' 7. 0.4 7 344. 35.9--598 598.0 835.9 221.5 243.5 45 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -20' -25' -30' -35' -40' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' MI si 1 • sae iml WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SEISMIC LOADS Level 3 Force Dir Profile Location [ft] Start End Mag Ilbs,Plf,Psq Start End E-W Line -21.50 -20.00 174.7 174.7 E-W Point -20.00 -20.00 440 440 E-W Line -20.00 -10.50 257.9 287.6 E-W Line -10.50 -10.00 294.5 296.1 E-W Line -10.00 -7.50 296.1 303.9 E-W Line -7.50 -4.00 303.9 314.9 E-W Line -4.00 -3.50 314.9 316.5 E-W Line -3.50 3.00 323.4 343.7 E-W Line 3.00 6.00 343.7 353.1 E-W Point 6.00 6.00 72 72 E-W Line 6.00 6.50 346.2 347.8 E-W Point 6.50 6.50 93 93 E-W Line 6.50 12.75 347.8 367.4 E-W Line 12.75 14.00 367.4 363.5 E-W Point 13.50 13.50 55 55 E-W Line 14.00 15.00 363.5 360.3 E-W Line 15.00 18.50 367.2 356.3 E-W Line 18.50 19.50 363.2 360.0 E-W Line 19.50 20.00 360.0 358.5 E-W Line 20.00 21.50 358.5 353.8 E-W Point 21.50 21.50 114 114 E-W Line 21.50 23.00 346.9 342.2 E-W Line 23.00 27.00 342.2 329.6 E-W Point 27.00 27.00 86 86 E-W Line 27.00 29.50 322.7 314.9 E-W Point 29.50 29.50 76 76 E-W Line 29.50 30.50 321.8 318.7 E-W Line 30.50 32.00 325.6 320.9 E-W Line 32.00 36.00 320.9 308.3 E-W Line 36.00 37.50 301.4 296.7 E-W Line 37.50 41.50 296.7 284.2 E-W Point 41.50 41.50 335 335 E-W Line 41.50 42.00 270.4 268.8 E-W Line 42.00 45.50 268.8 257.9 E-W Point 45.50 45.50 440 440 E-W Line 45.50 47.00 174.7 174.7 N-S Line -21.50 -20.00 221.5 221.5 N-S Point -20.00 -20.00 2245 2245 N-S Line -20.00 -15.00 344.2 344.2 N-S Line -15.00 -13.50 337.3 337.3 N-S Line -13.50 -11.50 337.3 337.3 N-S Line -11.50 -9.50 344.2 344.2 N-S Line -9.50 -8.00 351.1 351.1 N-S Line -8.00 -3.50 351.1 351.1 N-S Point -4.00 -4.00 45 45 N-S Line -3.50 -3.00 344.2 344.2 N-S Line -3.00 1.50 337.3 337.3 N-S Point 1.50 1.50 45 45 N-S Line 1.50 2.50 330.4 330.4 N-S Line 2.50 5.00 337.3 337.3 N-S Line 5.00 13.00 337.3 337.3 N-S Point 7.00 7.00 76 76 N-S Point 8.00 8.00 66 66 N-S Line 13.00 15.50 330.4 330.4 N-S Line 15.50 20.00 337.3 337.3 N-S Point 20.00 20.00 59 59 N-S Line 20.00 28.00 344.2 344.2 N-S Point 28.00 28.00 359 359 N-S Line 28.00 28.50 330.4 330.4 N-S Line 28.50 31.00 323.5 323.5 N-S Point 31.00 31.00 2245 2245 N-S Line 31.00 32.50 221.5 221.5 Level 2 Force Profile Location [ft] Mag [lbs,p1f,psf] Dir Start End Start End E-W Point -20.00 -20.00 720 720 E-W Line -20.00 -10.00 148.2 148.2 E-W Line -10.00 -9.00 148.2 148.2 PR WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SEISMIC LOADS (continued) E-W Line -9.00 -6.00 167.0 167.0 E-W Line -6.00 -3.50 160.7 160.7 E-W Line -3.50 -2.50 165.8 165.8 E-W Line -2.50 1.00 172.0 172.0 E-W Line 1.00 4.50 178.3 178.3 E-W Point 4.50 4.50 88 88 E-W Line 4.50 6.00 165.8 165.8 E-W Point 6.00 6.00 4174 4174 E-W Line 6.00 6.50 160.7 160.7 E-W Line 6.50 7.50 160.7 160.7 E-W Line 7.50 8.50 160.7 160.7 E-W Line 8.50 12.00 160.7 160.7 E-W Line 12.00 14.00 160.7 160.7 E-W Point 13.50 13.50 2812 2812 E-W Line 14.00 15.50 160.7 160.7 E-W Line 15.50 16.00 160.7 160.7 E-W Line 16.00 17.50 167.0 167.0 E-W Point 17.50 17.50 132 132 E-W Line 17.50 18.50 173.3 173.3 E-W Line 18.50 20.00 167.0 167.0 E-W Line 20.00 21.50 167.0 167.0 E-W Point 21.50 21.50 2489 2489 E-W Line 21.50 22.00 160.7 160.7 E-W Line 22.00 22.50 154.5 154.5 E-W Line 22.50 23.00 160.7 160.7 E-W Point 23.00 23.00 38 38 E-W Line 23.00 27.50 167.0 167.0 E-W Point 27.00 27.00 94 94 E-W Point 27.50 27.50 107 107 E-W Line 27.50 29.50 160.7 160.7 E-W Point 29.50 29.50 2355 2355 E-W Line 29.50 30.50 154.5 154.5 E-W Line 30.50 33.50 159.5 159.5 E-W Line 33.50 37.00 165.8 165.8 E-W Point 37.00 37.00 50 50 E-W Line 37.00 39.50 165.8 165.8 E-W Line 39.50 41.00 159.5 159.5 E-W Line 41.00 41.50 165.8 165.8 E-W Point 41.50 41.50 3885 3885 E-W Line 41.50 42.00 160.7 160.7 E-W Line 42.00 45.50 160.7 160.7 E-W Point 45.50 45.50 720 720 N-S Point -20.00 -20.00 924 924 N-S Point -20.00 -20.00 5324 5324 N-S Line -20.00 -18.00 182.3 182.3 N-S Point -18.00 -18.00 317 317 N-S Line -18.00 -13.00 194.8 194.8 N-S Line -13.00 -12.50 188.6 188.6 N-S Line -12.50 -12.00 188.6 188.6 N-S Line -12.00 -8.50 182.3 182.3 N-S Line -8.50 -7.00 188.6 188.6 N-S Line -7.00 -6.50 194.8 194.8 N-S Line -6.50 6.00 194.8 194.8 N-S Point -4.00 -4.00 3757 3757 N-S Point 1.00 1.00 1979 1979 N-S Point 5.00 5.00 63 63 N-S Line 6.00 8.00 194.8 194.8 N-S Point 7.00 7.00 55 55 N-S Point 8.00 8.00 239 239 N-S Line 8.00 8.50 188.6 188.6 N-S Line 8.50 12.00 182.3 182.3 N-S Point 12.00 12.00 44 44 N-S Line 12.00 13.00 188.6 188.6 N-S Point 12.50 12.50 38 38 N-S Point 13.00 13.00 41 41 N-S Line 13.00 15.50 194.8 194.8 N-S Line 15.50 16.00 199.9 199.9 N-S Line 16.00 19.50 193.6 193.6 N-S Line 19.50 21.50 199.9 199.9 N-S Point 20.00 20.00 3544 3544 N-S Line 21.50 22.00 199.9 199.9 N-S Line 22.00 23.00 193.6 193.6 N-S Point 23.00 23.00 107 107 N-S Line 23.00 23.50 199.9 199.9 N-S Line 23.50 26.00 193.6 193.6 N-S Line 26.00 28.00 193.6 193.6 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SEISMIC LOADS (continued) N-S Point 28.00 28.00 111 N-S Line 28.00 31.00 N-S Point 31.00 31.00 ow WEI 5287 194.8 924 5287 194.8 924 Level 1 Force Profile Location [ft] Mag [lbs,p1f,psf] Dir Start End Start End E-W Point -20.00 -20.00 362 362 E-W Line -20.00 -9.50 71.4 71.4 E-W Line -9.50 -9.00 74.1 74.1 E-W Line -9.00 4.50 85.4 85.4 E-W Point 4.50 4.50 102 102 E-W Line 4.50 6.50 82.7 82.7 E-W Line 6.50 7.50 82.7 82.7 E-W Line 7.50 8.50 82.7 82.7 E-W Line 8.50 12.00 82.7 82.7 E-W Line 12.00 15.00 82.7 82.7 E-W Line 15.00 15.50 85.4 85.4 E-W Line 15.50 16.00 85.4 85.4 E-W Line 16.00 18.00 88.4 86.4 E-W Point 17.50 17.50 63 63 E-W Point 18.00 18.00 70 70 E-W Line 18.00 18.50 93.8 93.8 E-W Line 18.50 20.00 90.8 90.6 E-W Line 20.00 21.50 90.8 90.8 E-W Line 21.50 22.00 85.1 85.1 E-W Line 22.00 22.50 79.4 79.4 E-W Line 22.50 23.00 82.4 82.4 E-W Point 23.00 23.00 64 64 E-W Line 23.00 24.50 85.1 85.1 E-W Line 24.50 26.00 82.4 82.4 E-W Point 25.50 25.50 16 16 E-W Line 26.00 33.50 79.7 79.7 E-W Point 27.00 27.00 4573 4573 E-W Point 30.00 30.00 24 24 E-W Line 33.50 37.00 82.4 82.4 E-W Point 37.00 37.00 49 49 E-W Line 37.00 39.50 85.4 85.4 E-W Line 39.50 41.00 82.4 82.4 E-W Line 41.00 45.50 85.4 85.4 E-W Point 45.50 45.50 362 362 N-S Point -20.00 -20.00 465 465 N-S Line -20.00 -18.00 87.6 87.6 N-S Point -18.00 -18.00 298 298 N-S Line -18.00 -14.00 93.3 93.3 N-S Line -14.00 -12.50 96.0 96.0 N-S Line -12.50 -12.00 96.0 96.0 N-S Line -12.00 -8.50 93.0 93.0 N-S Line -8.50 -8.00 95.7 95.7 N-S Point -8.00 -8.00 22 22 N-S Line -8.00 -7.00 93.0 93.0 N-S Line -7.00 -6.50 96.0 96.0 N-S Line -6.50 -5.50 96.0 96.0 N-S Line -5.50 0.50 96.0 96.0 N-S Line 0.50 4.50 93.3 93.3 N-S Point 1.00 1.00 17 17 N-S Point 1.50 1.50 32 32 N-S Line 4.50 6.00 93.3 93.3 N-S Point 5.00 5.00 6515 6515 N-S Line 6.00 7.00 93.3 93.3 N-S Line 7.00 8.00 93.3 93.3 N-S Point 8.00 8.00 175 175 N-S Line 8.00 8.50 87.6 87.6 N-S Line 8.50 12.00 90.3 90.3 N-S Point 12.00 12.00 44 44 N-S Line 12.00 13.00 96.0 96.0 N-S Point 12.50 12.50 37 37 N-S Point 13.00 13.00 2166 2166 N-S Line 13.00 14.00 99.0 99.0 N-S Line 14.00 16.00 101.7 101.7 N-S Line 16.00 16.50 98.7 98.7 WoodWorks® Shearwalls Arco Construction SFIR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SEISMIC LOADS (continued) N-S Line 16.50 19.50 N-S Line 19.50 20.00 N-S Line 20.00 21.50 N-S Line 21.50 22.00 N-S Line 22.00 23.00 N-S Point 23.00 23.00 N-S Line 23.00 23.50 N-S Line 23.50 25.00 N-S Point 25.00 25.00 N-S Line 25.00 26.00 N-S Line 26.00 28.00 N-S Line 28.00 31.00 N-S Point 31.00 31.00 96.0 99.0 101.7 101.7 98.7 6329 101.7 98.7 74 96.0 96.0 99.0 465 96.0 99.0 101.7 101.7 98.7 6329 101.7 98.7 74 96.0 96.0 99.0 465 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element, Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. WoodWorks® Shearwalls 1011 SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm AU hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 Design Summary This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 1 of 3 co Q O 00.0.0 81.4 fftttfitffflTtftlfTftfftttflltt c0 A-1 m 0-7 0 v r 7664 f 9739 iffitIMI!fifi ifitfififififififitf fififififif 109.8 --- Factored shearline force (lbs) ▪ Factored holddown force (Ibs) • C Compression force exists ■ V �iIcal el ent r yired Loads Sho' vn: Wfrorces �.6W +1011.6D 4 $ Unfactored applied shear Toad (plf) �® Unfactored dead load (plf,lbs) (}{II Unfactored uplift wind load (pif,lbs) 10' �5' Applbed point_(oad orldtsconti{ Ious %arlinelgrce (Ib -Jo, 35' Oct. 10, 2019 11:43:16 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' 40' 45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks@ Shearwalls 10.31 Level 2 of 3 • C 77.6 It t t I I t t tit t t I t t itt fit t ft I t • D- co co • co • CO N • ao • : : 2057 0-3 CD 1.0 (0 45 7% 0-4 Nc° AIPV-cN K-t G-2 7(9 A93 srcarb • 0 70,9 sr 0-5 0 06 0-6 0-7 i14-2 11 • "171 1-2 lampaso • • (.9 • I 4232 49241 26 25 470 3 1 3774 114.5 Factored shearline force (Ibs) i 4 4 4 Unfactored applied shear load (plf) Factored holddown force (Ibs) a-0 Unfactored dead load (plf,lbs) Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) MI Vq0cal elgpent rewired —1 Apple point5(oad or dkscontqous sirrlineArce (1%, 0 Loads 5Tiin:\i‘orceitti.6W 35' Oct. 10, 2019 11:43:16 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' 40' 45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 3 of 3 cri 49.1 - 366.7 257 2 12 2572 E-2 287.8 0-1 C-2 8-1 Ir) I "Cr' U) tt— A-1 N-5 2r„2 C-3 8-2 C-4 MillEINS1011.1111161•=10* ONE•11111111111111M r••• I iiiiiiij11 J11 Factored shearline force (Ibs) • Factored holddown force (Ibs) (834-0 • C Compression force exists MI Vertical element required Loads Stam: VVFPOrces?..0:6W 4-1g6D, 0-0 CV Cs7 °:)Cs4 Unfactored applied shear load (ion Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,Ibs) Applied point load or discontinuous shearline force (Ibs) 0' 5' 1015' 20' 25' 30' .2 Oct. 10, 2019 11:43:16 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' 35' 40' 45' • Ilk so Po m low WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir HAW -Cub Int Ext ASDShearForcerplfl V [lbs] vmax v Int AllowableShear[plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 3 Lnl, Lev3 9 Both 1.0 1.0 3461 - 75.2 125 456 1.00 A 581 26712 0.13 Wall 1-2 9 Both 1.0 1.0 1806 75.2 75.2 125 456 1.00 581 13937 0.13S Wall 1-4 9 Both 1.0 1.0 1655 75.2 75.2 125 456 1.00 581 12775 0.13S Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 9494 - 188.0 125 833 1.00 A 958 48393 0.20 Wall 2-2 1 Both 1.0 1.0 4324 188.0 188.0 125 833 1.00 958 22040 0.20 Wall 2-1 1 Both 1.0 1.0 5170 188.0 188.0 125 833 1.00 958 26353 0.20 Level 1 Ln2, Levl 1 Both 1.0 1.0 11109 203.8 203.8 125 833 1.00 A 956 52226 0.21 Line 3 Ln3, Levl 1 Both 1.0 1.0 1801 225.2 225.2 125 833 1.00 A 958 7666 0.23 Line 4 Level 3 Ln4, Lev3 1 Both 1.0 1.0 2954 454.5 454.5 125 833 1.00 A 958 6229 0.47 . Line 6 Ln5, Lev3 1 Both 1.0 1.0 1575 242.3 242.3 125 833 1.00 A 958 6229 0.25 Level 1 Ln5, Levl 4 Both 1.0 1.0 4224 - 228.3 833 833 1.00 A 1667 30831 0.14 Wall 5-1 4 Both 1.0 1.0 1464 228.3 228.3 833 833 1.00 3667 10833 0.14 Wall 5-2 4 Both 1.0 1.0 2740 228.3 228.3 833 833 1.00 1667 19999 0.14 Line 6 Level 2 Ln6, Lev2 6 Both 1.0 1.0 4598 459.8 459.8 710 833 1.00 X 3419 14192 0.32 Line 7 Level 3 Ln7, Lev3 1 Both 1.0 1.0 2542 - 124.0 125 833 1.00 A 958 19645 0.13 Wall 7-2 1 Both 1.0 1.0 1364 124.0 124.0 125 833 1.00 958 10541 0.13 Wall 7-1 1 Both 1.0 1.0 1178 124.0 124.0 125 833 1.00 958 9104 0.13 Level 2 Ln7, Lev2 6 Both 1.0 1.0 2959 97.0 97.0 710 833 1.00 X 1419 43285 0.07 Level 1 Ln7, Levl 4 Both 1.0 1.0 6116 197.3 197.3 833 833 1.00 A 1667 51663 0.12 Line 8 Level 2 Ln8, Lev2 1 Both 1.0 1.0 1829 304.9 125 833 1.00 A 958 5750 0.32 Wall 8-3 1 Both 1.0 1.0 0 125 833 1.00 958 - - Wall 8-2 1 Both 1.0 1.0 0 125 833 1.00 958 - - Wall 8-1 1 Both 1.0 1.0 1829 304.9 304.9 125 833 1.00 956 5750 0.32 Level 1 Ln8, Levl 1 Both 1.0 1.0 4314 - 278.3 125 833 1.00 A 958 14853 0.29 Wall 8-2 1 Both 1.0 1.0 2366 278.3 278.3 125 833 1.00 958 8145 0.29 Wall 8-1 1 Both 1.0 1.0 1948 278.3 278.3 125 833 1.00 958 6708 0.29 Line 10 Level 3 Ln10, Lev3 1 Both 1.0 1.0 3117 366.7 366.7 125 833 1.00 A 958 8145 0.38 Line 11 Level 2 Lnll, Lev2 1 Both 1.0 1.0 9442 - 555.4 125 833 1.00 A 958 16291 0.58 Wall 11-1 1 Both 1.0 1.0 3888 555.4 555.4 125 833 1.00 958 6708 0.58 Wall 11-2 1 Both 1.0 1.0 3610 555.4 555.4 125 833 1.00 958 6229 0.58 Wall 11-3 1 Both 1.0 1.0 1944 555.4 555.4 125 833 1.00 958 3354 0.58 Line 12 Level 1 Ln12, Levl 1 Both 1.0 1.0 13452 - 489.2 125 833 1.00 A 958 26353 0.51 wall 12-1 1 Both 1.0 1.0 6604 489.2 489.2 125 833 1.00 958 12937 0.51 Wall 12-2 1 Both 1.0 1.0 6848 489.2 489.2 125 833 1.00 958 13416 0.51 Line 13 Level 3 Ln13, Lev3 10 Both 1.0 1.0 2939 - 89.1 125 833 1.00 A 958 31623 0.09 Wall 13-7 10 Both 1.0 1.0 801 89.1 89.1 125 833 1.00 958 8625 0.09 Wall 13-9 10 Both 1.0 1.0 356 69.1 89.1 125 833 1.00 958 3833 0.09 Wall 13-5 10 Both 1.0 1.0 1158 89.1 89.1 125 833 1.00 958 12458 0.09 umi a , W. WoodWorks® Shearwalls Arco Construction SFR--5005 $ 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEAR RESULTS flexible wind design, continued) Wall 13-3 Line 14 Level 1 Ln14, Levl 10 11 Both Eoth 1.0 1.0 1.0 1.0 623 476 89.1 25.7 89.1 25.7 125 125 833 833 1.00 1.00 A 958 958 6708 17728 0. 9 0.03 E-W Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [plf] V bs] vmax v Int Allowable Shear [plf] Ext Co C Total V Crlt. Resp. ne C Level 3 LnC, Lev3 3 Both 1.0 1.0 3907 - 159.5 125 586 1.00 A 711 17417 0.22 Wall C-4 3 Both 1.0 1.0 638 159.5 159.5 125 586 1.00 711 2844 0.22S Wall C-3 3 Both 1.0 1.0 1196 159.5 159.5 125 586 1.00 711 5332 0.22S Wall C-2 3 Both 1.0 1.0 1116 159.5 159.5 125 586 1.00 711 4976 0.225 Wall C-1 3 Both 1.0 1.0 957 159.5 159.5 125 586 1.00 711 4265 0.225 Level 2 LnC, Lev2 2 Both 1.0 1.0 7211 - 600.9 887 887 1.00 X 1774 21289 0.34 Wall C-1 2 Both 1.0 1.0 2103 600.9 600.9 887 887 1.00 1774 6209 0.34 Wall C-3 2 Both 1.0 1.0 2704 600.9 600.9 887 887 1.00 1774 7983 0.34 Wall C-2 2 Both 1.0 1.0 2404 600.9 600.9 887 887 1.00 1774 7096 0.34 Level 1 LnC, Levl 1 Both 1.0 1.0 10875 - 255.9 125 833 1.00 A 958 40727 0.27 Wall C-2 1 Both 1.0 1.0 4222 255.9 255.9 125 833 1.00 958 15812 0.27 Wall C-1 1 Both 1.0 1.0 6653 255.9 255.9 125 833 1.00 958 24915 0.27 Line D Level 2 LnD, Lev2 4^ Both 1.0 1.0 6929 - 495.0 833 833 1.00 A 1667 23332 0.30 Wall D-2 4^ Both 1.0 1.0 2475 495.0 495.0 833 833 1.00 1667 8333 0.30 Wall D-1 4^ Both 1.0 1.0 4455 495.0 495.0 833 833 1.00 1667 14999 0.30 Level 1 LnD, Levl 1 Both 1.0 1.0 8984 399.3 399.3 125 833 1.00 A 958 21561 0.42 Line E Level 3 LnE, Lev3 1 Both 1.0 1.0 3203 - 133.4 125 833 1.00 A 958 22999 0.14 Wall E-3 1 Both 1.0 1.0 1401 133.4 133.4 125 833 1.00 958 10062 0.14 Wall E-2 1 Both 1.0 1.0 1134 133.4 133.4 125 833 1.00 958 8145 0.14 Wall E-1 1 Both 1.0 1.0 667 133.4 133.4 125 833 1.00 958 4791 0.14 Line F LnF, Lev3 1 Both 1.0 1.0 2572 321.5 321.5 125 833 1.00 A 958 7666 0.34 Line G Level 2 LnG, Lev2 1 Both 1.0 1.0 3800 - 181.0 125 833 1.00 A 958 20124 0.19 Wall G-2 1 Both 1.0 1.0 2714 181.0 181.0 125 833 1.00 958 14374 0.19 Wall G-1 1 Both 1.0 1.0 1086 181.0 181.0 125 833 1.00 958 5750 0.19 Level 1 LnG, Levi 1 Both 1.0 1.0 4918 189.2 189.2 125 833 1.00 A 958 24915 0.20 Line H Level 3 LnH, Lev3 5 Both 1.0 1.0 2000 121.2 121.2 125 638 1.00 A 763 12589 0.16 Line I Level 2 LnI, Lev2 6 Both 1.0 1.0 2301 - 383.5 710 833 1.00 X 1419 8515 0.27 Wall I-1 6 Both 1.0 1.0 1150 383.5 383.5 710 833 1.00 1419 4258 0.27 Wall 1-2 6 Both 1.0 1.0 1150 383.5 383.5 710 833 1.00 1419 4258 0.27 Level 1 LnI, Levi 1 Both 1.0 1.0 2689 158.2 156.2 125 833 1.00 A 958 16291 0.17 Line J LnJ, Levl Both 1.0 1.0 4630 771.7 771.7 125 833 1.00 A 958 5750 0.81 Line K Level 3 LnK, Lev3 1 Both 1.0 1.0 1147 91.7 91.7 125 833 1.00 A 958 11979 0.10 Level 2 LnK, Lev2 6 Both 1.0 1.0 5071 - 230.5 710 833 1.00 X 1419 31222 0.16 Wall K-1 6 Both 1.0 1.0 1153 230.5 230.5 710 833 1.00 1419 7096 0.16 Wall K-2 6 Both 1.0 1.0 3919 230.5 230.5 710 833 1.00 1419 24126 0.16 Line L Level 3 LnL, Lev3 1 Both 1.0 1.0 1622 147.4 147.4 125 833 1.00 A 958 10541 0.15 Level 1 LnL, Levl tine M 1 Both 1.0 1.0 3210 356.7 356.7 125 833 1.00 A 958 8625 0.37 WoodWorks® Shearwalls Arco Construction SFIR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEAR RESULTS flexible wind design, continued) owl k • tio Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. !IS W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. fill V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing,' Ext - Unit shear capacity of exterior sheathing. Includes Cub and beight-to-width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest Total - Combined int. and ext unit shear capacity inc. perforation factor. V For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. • Crit Resp Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 'S" indicates that the seismic design criterion was critical in selecting wall. 1:f I • LnN, Levl Wall M-1 Wall M-2 Line N Level 3 1 1 1 Both Both Both 1.0 1.0 1.0 1.0 1.0 1.0 1238 586 652 - 130.3 130.3 130.3 130.3 130.3 125 125 125 833 833 833 1.00 1.00 1.00 A 958 958 958 9104 4312 4791 0.14 0.14 0.14 LnN, Lev3 7 Both 1.0 1.0 1752 - 44.3 125 638 1.00 A 763 30138 0.06 Wall N-3 7 Both 1.0 1.0 421 44.3 44.3 125 638 1.00 763 7248 0.06 Wall N-5 7 Both 1.0 1.0 1042 44.3 44.3 125 638 1.00 763 17930 0.06 Wall N-1 7 Both 1.0 1.0 288 44.3 44.3 125 638 1.00 763 4959 0.06 Line 0 Level 2 LnO, Lev2 5 Both 1.0 1.0 4975 - 276.4 125 638 1.00 A 763 13734 0.36 Wall 0-2 5^ Both 1.0 1.0 1520 276.4 276.4 125 638 1.00 763 4196 0.36 Wall 0-4 5^ Both 1.0 1.0 3455 276.4 276.4 125 638 1.00 763 9537 0.36 Level 1 LnO, Levi 8 Both 1.0 1.0 5799 - 282.9 125 280 1.00 A 405 8303 0.70 Wall 0-2 8 Both 1.0 1.0 1556 282.9 282.9 125 260 1.00 405 2228 0.70S Wall 0-4 8 Both 1.0 1.0 2829 282.9 282.9 125 260 1.00 405 4050 0.70S Wall 0-6 8 Both 1.0 1.0 1414 282.9 282.9 125 280 1.00 405 2025 0.70S Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN flexible wind design) Level 1 Line- WWI Posiirn Location[ft] X Y Load Case Tensile ASD Holddown Force ribs] Shear Dead Uplift Cmb'd Cap Hold-down [Ibs] Crlt Resp. Line 1 V Elem -20.00 -9.87 2 1820 1820 Refer to upper level V Elem -20.00 13.88 2 1820 1820 Refer to upper level V Elem -20.00 20.13 2 1410 1410 Refer to upper level V Elem -20.00 41.88 2 1410 1410 Refer to upper level Line 2 2-1 L End -16.00 -8.87 2 3740 3740 HD19(1-1/4 '19360 0.19 V Elem -18.00 18.38 2 1897 1897 Refer to upper level V Elem -18.00 22.63 2 1901 1901 Refer to upper level 2-1 R End -18.00 45.38 2 3744 3744 HD19(1-1/4 '19360 0.19 Line 3 3-1 L End -8.00 18.13 2 2092 2092 HD19(1-1/4 '19360 0.11 3-1 R End -8.00 25.88 2 2092 2092 HD19(1-1/4 '19360 0.11 Line 4 v Elem -4.00 15.13 1 3782 3782 Refer to upper level V Elem -4.00 21.38 1 3782 3782 Refer to upper level Line 5 5-1 L End 1.00 18.13 2 2137 2137 HD19(1-1/4 '19360 0.11 5-1 R End 1.00 24.38 2 2137 2137 HD19(1-1/4 '19360 0.11 V Elem 1.50 29.63 1 2016 2016 Refer to upper level 5-2 L End 1.50 33.63 2 2099 2099 HD9 8810 0.24 V Elem 1.50 35.88 1 2016 2016 Refer to upper level 5-2 R End 1.50 45.38 2 2099 2099 HD9 8810 0.24 Line 6 V Elem 5.00 17.63 1 4716 4716 Refer to upper level V Elem 5.00 27.38 1 4716 4716 Refer to upper level Line 7 7-1 L End 8.00 -9.37 1 1790 1790 HD9 8810 0.20 V Elem 7.00 -8.87 1 978 978 Refer to upper level V Elem 7.00 -3.37 1 1019 1019 Refer to upper level V Elem 7.00 5.88 1 1019 1019 Refer to upper level 7-1 R End 8.00 21.38 1 2768 2768 HD9 8810 0.31 V Elem 7.00 30.63 1 1015 1015 Refer to upper level V Elem 7.00 41.37 1 1015 1015 Refer to upper level Line 8 8-1 L End 12.50 15.13 2 2598 2598 HD19(1-1/4 '19360 0.13 V Elem 12.50 16.13 2 3182 3182 Refer to upper level 8-1 R End 12.50 21.88 2 5779 5779 HD19(1-1/4 '19360 0.30 8-2 L End 12.00 37.13 2 2581 2581 HD19(1-1/4 '19360 0.13 6-2 R End 12.00 45.38 2 2581 2581 HD19(1-1/4 '19360 0.13 Line 10 V Elem 20.00 18.63 2 3022 3022 Refer to upper level V Elem 20.00 26.88 2 3022 3022 Refer to upper level Line 11 V Elem 23.00 -2.37 2 5760 5760 Refer to upper level V Elem 23.00 4.38 2 5760 5760 Refer to upper level V Elem 23.00 23.13 2 5776 5776 Refer to upper level V Elem 23.00 29.38 2 5776 5776 Refer to upper level V Elem 23.00 33.63 2 5981 5981 Refer to upper level V Elem 23.00 36.88 2 5981 5981 Refer to upper level Line 12 12-1 L End 25.00 -8.87 2 4486 4486 HD19(1-1/4 '19360 0.23 12-1 R End 25.00 4.38 2 4486 4486 HD19(1-1/4 '19360 0.23 12-2 L End 25.00 23.13 2 4483 4483 HD19(1-1/4 '19360 0.23 12-2 R End 25.00 36.88 2 4483 4483 HD19(1-1/4 '19360 0.23 Line 13 V Elem 28.00 -3.87 2 739 739 Refer to upper level V Elem 28.00 2.68 2 739 739 Refer to upper level V Elem 28.00 6.63 2 726 726 Refer to upper level V Elem 28.00 19.38 2 726 726 Refer to upper level V Elem 28.00 23.13 2 733 733 Refer to upper level V Elem 28.00 31.88 2 733 733 Refer to upper level v Elem 28.00 37.62 2 760 760 Refer to upper level V Elem 28.00 41.37 2 760 760 Refer to upper level Line 14 14-2 L End 31.00 4.62 2 235 235 HD12 '11775 0.02 14-2 R End 31.00 22.88 2 235 235 HD12 '11775 0.02 Line C V Elem -19.87 -10.00 2 1331 1331 Refer to upper level C-1 L End -17.87 -9.00 2 8797 8797 HD19(1-1/4 '19360 0.45 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible wind design, continued) ✓ Elem -14.62 -10.00 2 ✓ Elem -14.12 -10.00 2 ✓ Elem -4.87 -10.00 2 ✓ Elem 1.88 -10.00 2 ✓ Elem 4.13 -10.00 2 C-1 R End 7.88 -9.00 2 C-2 L End 8.62 -9.00 2 ✓ Elem 10.13 -10.00 2 ✓ Elem 11.13 -10.00 2 ✓ Elem 15.38 -10.00 2 ✓ Elem 17.38 -10.00 2 ✓ Elem 24.13 -10.00 2 C-2 R End 24.88 -9.00 2 ✓ Elem 27.88 -10.00 2 Line D D-1 D-1 Line E Line F Line G G-1 G-1 Line H Line 1 I-1 I-1 Line J J-1 J-1 Line K Line L L-1 L-1 Line M M-1 M-1 M-2 M-2 Line N Line O 0-2 0-2 L End 8.62 4.50 2 ✓ Elem 13.13 4.50 2 ✓ Elem 21.88 4.50 2 ✓ Elem 26.13 4.50 2 R End 30.88 4.50 2 ✓ Elem -19.87 6.00 1 ✓ Elem -15.12 6.00 1 ✓ Elem -11.37 6.00 1 ✓ Elem -3.12 6.00 1 ✓ Elem 2.62 6.00 1 ✓ Elem 12.88 6.00 1 ✓ Elem 20.13 13.50 1 ✓ Elem 27.88 13.50 1 L End -17.87 18.00 1 ✓ Elem -12.12 17.50 1 ✓ Elem -6.87 17.50 1 R End 7.88 18.00 1 ✓ Elem -19.87 21.50 2 ✓ Elem -3.62 21.50 2 L End 14.13 23.00 2 ✓ Elem 23.13 23.00 2 ✓ Elem 25.88 23.00 2 ✓ Elem 28.13 23.00 2 R End 30.88 23.00 2 L End -13.87 25.50 2 R End -8.12 25.50 2 ✓ Elem -17.87 27.00 2 ✓ Elem -13.12 27.00 2 ✓ Elem -8.37 27.00 2 ✓ Elem 8.38 27.00 2 ✓ Elem 15.63 27.00 2 ✓ Elem 27.88 27.00 2 ✓ Elem -9.37 29.50 2 L End -8.37 30.00 2 R End 0.38 30.00 2 ✓ Elem 1.38 29.50 2 L End 12.13 37.00 2 R End 16.38 37.00 2 L End 20.13 37.00 2 R End 24.88 37.00 2 ✓ Elem --19.87 41.50 2 ✓ Elem -13.62 41.50 2 ✓ Elem -7.87 41.50 2 ✓ Elem 1.38 41.50 2 ✓ Elem 5.13 41.50 2 ✓ Elem 28.38 41.50 2 L End -17.87 45.50 2 R End -12.62 45.50 2 ✓ Elem -6.37 45.50 2 6471 1331 1323 1323 6410 8735 2338 1320 6362 6362 1320 1361 2338 1361 3634 5091 5091 5210 8844 1124 1124 1100 1100 1094 1094 2655 2655 3607 1888 1840 3559 984 989 1445 4164 4184 4184 5628 7248 7248 2426 2426 2339 2339 749 749 1207 3302 3302 1207 1242 1242 1235 1235 369 369 364 364 359 359 5563 5563 2820 6471 1331 1323 1323 6410 8735 2338 1320 6362 6362 1320 1361 2338 1361 3634 5091 5091 5210 8844 1124 1124 1100 1100 1094 1094 2655 2655 3607 1888 1840 3559 984 984 1445 4184 4184 4184 5628 7248 7248 2426 2426 2339 2339 749 749 1207 3302 3302 1207 1242 1242 1235 1235 369 369 364 364 359 359 5563 5563 2820 Refer to upper Refer to upper Refer to upper Refer to upper Refer to upper HD19(1-1/4 HD19(1-1/4 Refer to upper Refer to upper Refer to upper Refer to upper Refer to upper HD19(1-1/4 Refer to upper HD19(1-1/4 Refer to upper Refer to upper Refer to upper HD19(1-1/4 Refer Refer Refer Refer Refer Refer to to to to to to upper upper upper upper upper upper level level level level level "19360 "19360 level level level level level "19360 level "19360 level level level "19360 level level level level level level Refer to upper level Refer to upper level HD19(1-1/4 Refer to upper Refer to upper HD19(1-1/4 "19360 level level "19360 Refer to upper level Refer to upper level HD19(1-1/4 Refer to upper Refer to upper Refer to upper HD19(1-1/4 "19360 level level level "19360 0.45 0.12 0.12 0.19 0.46 0.19 0.18 0.07 0.29 1-1019(1-1/4 '19360 0.37 HD19(1-1/4 "19360 0.37 Refer to Refer to Refer to Refer to Refer to Refer to upper upper upper upper upper upper Refer to upper HD19(1-1/4 HD19(1-1/4 Refer to upper HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 Refer Refer Refer Refer Refer Refer to to to to to to upper upper upper upper upper upper HD19(1-1/4 HD19(1-1/4 Refer to upper level level level level level level level "19360 '19360 level '19360 "19360 "19360 "19360 level level level level level level "19360 "19360 level 0.17 0.17 0.06 0.06 0.06 0.06 0.29 0.29 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible wind design, ntinued 0-4 0-4 0-6 0-6 L End R End V Elem L End R End -5.37 4.38 5.88 7.13 11.88 45.50 45.50 45.50 45.50 45.50 2 2 2 2 2 2611 2611 2820 2680 2660 2611 2611 2820 2680 2680 HD19(1-1/4 ^19360 1-1019(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 11019(1-1/4 ^19360 0.13 0.13 0.14 0.14 Level 2 Tensile ASD Line- Location (ft) Load Holddown Force [Ibs] Cap Crit Wall Posit' n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 V Elem -20.00 -9.87 2 1820 1820 Refer to upper level V Elem -20.00 13.88 2 1820 1820 Refer to upper level V Elem -20.00 20.13 2 1410 1410 Refer to upper level V Elem -20.00 41.88 2 1410 1410 Refer to upper level Line 2 2-1 L End -18.00 -8.87 2 1897 1897 11019(1-1/4 ^19360 0.10 2-1 R End -18.00 18.38 2 1897 1897 HD19(1-1/4 ^19360 0.10 2-2 L End -18.00 22.63 2 1901 1901 11919(1-1/4 ^19360 0.10 2-2 R End -18.00 45.38 2 1901 1901 HD19(1-1/4 -19360 0.10 Line 4 V Elem -4.00 15.13 1 3782 3782 Refer to upper level V Elem -4.00 21.38 1 3782 3782 Refer to upper level Line 5 V Elem 1.50 29.63 1 2016 2016 Refer to upper level V Elem 1.50 35.88 1 2016 2016 Refer to upper level Line 6 6-1 L End 5.00 17.63 1 4716 4716 1107 6600 0.71 6-1 R End 5.00 27.38 1 4716 4716 HD7 6600 0.71 Line 7 7-1 L End 8.00 -8.87 1 976 978 11019(1.-1/4 ^19360 0.05 V Elem 7.00 -3.37 1 1019 1019 Refer to upper level V Elem 7.00 5.88 1 1019 1019 Refer to upper level 7-1 R End 8.00 21.38 1 978 978 HD19(1-1/4 ^19360 0.05 V Elem 7.00 30.63 1 1015 1015 Refer to upper level V Elem 7.00 41.37 1 1015 1015 Refer to upper level Line 8 8-1 L End 12.50 16.13 2 3182 3182 HD19(1-1/4 -19360 0.16 8-1 R End 12.50 21.88 2 3182 3182 11019(1-1/4 ^19360 0.16 Line 10 V Elem 20.00 18.63 2 3022 3022 Refer to upper level V Elem 20.00 26.88 2 3022 3022 Refer to upper level Line 11 11-1 L End 23.00 -2.37 2 5760 5760 HD19(1-1/4 ^19360 0.30 11-1 R End 23.00 4.38 2 5760 5760 11019(1-1/4 ^19360 0.30 11-2 L End 23.00 23.13 2 5776 5776 11019(1-1/4 ^19360 0.30 11-2 R End 23.00 29.38 2 5776 5776 HD19(1-1/4 ^19360 0.30 11-3 L End 23.00 33.63 2 5961 5981 11D19(1-1/4 ^19360 0.31 11-3 R End 23.00 36.88 2 5981 5981 HD19(1-1/4 ^19360 0.31 Line 13 V Elem 28.00 -3.87 2 739 739 Refer to upper level V Elem 28.00 2.88 2 739 739 Refer to upper level V Elem 28.00 6.63 2 726 726 Refer to upper level V Elem 28.00 19.38 2 726 726 Refer to upper level V Elem 28.00 23.13 2 733 733 Refer to upper level V Elem 28.00 31.88 2 733 733 Refer to upper level V Elem 28.00 37.62 2 760 760 Refer to upper level V Elem 28.00 41.37 2 760 760 Refer to upper level Line C V Elem -19.87 -10.00 2 1331 1331 Refer to upper level C-1 L End -17.87 -9.00 2 6471 6471 11019(1-1/4 ^19360 0.33 C-1 R End -14,62 -9.00 2 6471 6471 HD19(1-1/4 ^19360 0.33 V Elem -14.12 -10.00 2 1331 1331 Refer to upper level v Elem -4.87 -10.00 2 1323 1323 Refer to upper level V Elem 1.88 -10.00 2 1323 1323 Refer to upper level C-2 L End 4.13 -9.00 2 6410 6410 11019(1-1/4 ^19360 0.33 C-2 R End 7.88 -9.00 2 6410 6410 11019(1-1/4 -19360 0.33 V Elem 10.13 -10.00 2 1320 1320 Refer to upper level C-3 L End 11.13 -9.00 2 6362 6362 HD19(1-1/4 ^19360 0.33 C-3 R End 15.38 -9.00 2 6362 6362 HD19(1-1/4 ^19360 0.33 V Elem 17.38 -10.00 2 1320 1320 Refer to upper level V Elem 24.13 -10.00 2 1361 1361 Refer to upper level V Elem 27.88 -10.00 2 1361 1361 Refer to upper level Line D 0-1 L End 13.13 4.50 2 5091 5091 HD9 8810 0.58 0-1 R End 21.88 4.50 2 5091 5091 HD9 8810 0.58 1 1 K 1 1 1 WoodWorks® Shea rwaIIs Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD -DO N DESIGN Iexible wind design, continued) D-2 0-2 Line E Line F Line G G-1 G-1 G-2 G-2 Line H Line 1 I-1 1-1 I-2 I-2 Line K K-1 K-1 K-2 K-2 Line L Line N Line 0 0-2 0-2 0-4 0-4 L End R End V Elem V Elem V Elem V Elem V Elem V Elem V Elem V Elem L End R End L End R End V Elem V Elem L End R End L End R End L End R End L End R End V Elem V Elem V Elem V Elem V Elem V Elem V Elem V Elem V Elem V Elem L End R End L End R End 26.13 30.88 -19.87 -15.12 -11.37 -3.12 2.62 12.88 20.13 27.88 -17.87 -12.12 -6.87 7.88 -19.87 -3.62 23.13 25.88 28.13 30.88 -17.87 -13.12 -8.37 8.38 15.63 27.88 -9.37 1.38 -19.87 -13.62 -7.87 1.38 5.13 28.38 -17.87 -12.62 -6.37 5.88 4.50 4.50 6.00 6.00 6.00 6.00 6.00 6.00 13.50 13.50 17.50 17.50 17.50 17.50 21.50 21.50 23.00 23.00 23.00 23.00 27.00 27.00 27.50 27.50 27.00 27.00 29.50 29.50 41.50 41.50 41.50 41.50 41.50 41.50 45.50 45.50 45.50 45.50 2 2 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 5210 5210 1124 1124 1100 1100 1094 1094 2655 2655 1888 1888 1840 1840 984 984 4184 4184 4184 4184 2426 2426 2339 2339 749 749 1207 1207 369 369 364 364 359 359 2896 2896 2820 2820 5210 5210 1124 1124 1100 1100 1094 1094 2655 2655 1886 1888 1840 1840 984 984 4184 4184 4184 4184 2426 2426 2339 2339 749 749 1207 1207 369 369 364 364 359 359 2896 2896 2820 2820 8019(1-1/4 ^19360 8D19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD12 ^11775 HD12 ^11775 HD12 ^11775 HD12 ^11775 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 8019(1-1/4 -19360 HD19(1-1/4 ^19360 8019(1-1/4 ^19360 HD12 ^11775 HD12 ^11775 HD12 ^11775 HD12 -11775 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD9 8810 HD9 8810 HD9 8810 HD9 8810 0.27 0.27 0.16 0.16 0.16 0.16 0.22 0.22 0.22 0.22 0.21 0.21 0.20 0.20 0.33 0.33 0.32 0.32 Level 3 Tensile ASD Line- Location [ft] Load Holddown Force [Ws] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down fibs] Resp. Line 1 1-2 L End -20.00 -9.87 2 1820 1820 HD7 6600 0.28 1-2 R End -20.00 13.88 2 1820 1820 HD7 6600 0.28 1-4 L End -20.00 20.13 2 1410 1410 HD7 6600 0.21 1-4 R End -20.00 41.88 2 1410 1410 HD7 6600 0.21 Line 4 4-1 L End -4.00 15.13 1 3782 3782 HD7 6600 0.57 4-1 R End -4.00 21.38 1 3782 3782 HD7 6600 0.57 Line 5 5-1 L End 1.50 29.63 1 2016 2016 HD7 6600 0.31 5-1 R End 1.50 35.88 1 2016 2016 HD7 6600 0.31 Line 7 7-1 L End 8.00 -3.37 1 1019 1019 HD19(1-1/4 ^19360 0.05 7-1 R End 8.00 5.88 1 1019 1019 8019(1-1/4 -19360 0.05 7-2 L End 7.00 30.63 1 1015 1015 HD7 6600 0.15 7-2 R End 7.00 41.37 1 1015 1015 HD7 6600 0.15 Line 10 10-1 L End 20.00 18.63 2 3022 3022 HD19(1-1/4 ^19360 0.16 10-1 R End 20.00 26.88 2 3022 3022 1-1019(1-1/4 ^19360 0.16 Line 13 13-3 L End 28.00 -3.87 2 739 739 HD7 ^6600 0.11 13-3 R End 28.00 2.88 2 739 739 HD7 ^6600 0.11 AR r _-1 ll�l 4r IMO VON WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible wind design, continued 13-5 L End 28.00 6.63 2 726 726 HD7 A6600 0.11 13-5 R End 28.00 19.38 2 726 726 HD7 A6600 0.11 13-7 L End 28.00 23.13 2 733 733 HD7 A6600 0.11 13-7 R End 28.00 31.88 2 733 733 HD7 A6600 0.11 13-9 L End 28.00 37.62 2 760 760 HD19(1-1/4 A19360 0.04 13-9 R End 28.00 41.37 2 760 760 HD19(1-1/4 A19360 0.04 Line C C-1 L End -19.87 -10.00 2 1331 1331 HD7 A6600 0.20 C-1 R End -14.12 -10.00 2 1331 1331 HD7 A6600 0.20 C-2 L End -4.87 -10.00 2 1323 1323 HD7 A6600 0.20 C-2 R End 1.88 -10.00 2 1323 1323 HD7 A6600 0.20 C-3 L End 10.13 -10.00 2 1320 1320 HD7 A6600 0.20 C-3 R End 17.38 -10.00 2 1320 1320 HD7 A6600 0.20 C-4 L End 24.13 -10.00 2 1361 1361 HD7 A6600 0.21 C-4 R End 27.88 -10.00 2 1361 1361 HD7 A6600 0.21 Line E E-1 L End -19.87 6.50 1 1124 1124 HD7 6600 0.17 E-1 R End -15.12 6.50 1 1124 1124 HD7 6600 0.17 E-2 L End -11.37 6.50 1 1100 1100 HD7 6600 0.17 E-2 R End -3.12 6.50 1 1100 1100 HD7 6600 0.17 E-3 L End 2.62 6.00 1 1094 1094 HD7 6600 0.17 E-3 R End 12.88 6.00 1 1094 1094 HD7 6600 0.17 Line F F-1 L End 20.13 13.50 1 2655 2655 HD7 6600 0.40 F-1 R End 27.88 13.50 1 2655 2655 HD7 6600 0.40 Line H H-1 L End -19.87 21.50 2 984 984 HD9 8810 0.11 H-1 R End -3.62 21.50 2 984 984 HD9 8810 0.11 Line K K-1 L End 15.63 27.00 2 749 749 HD19(1-1/4 A19360 0.04 K--1 R End 27.88 27.00 2 749 749 H019(1-1/4 A19360 0.04 Line L L-1 L End -9.37 29.50 2 1207 1207 HD19(1-1/4 A19360 0.06 L-1 R End 1.38 29.50 2 1207 1207 HD19(1-1/4 A19360 0.06 Line N N-1 L End -19.87 41.50 2 369 369 HD19(1-1/4 A19360 0.02 N-1 R End -13.62 41.50 2 369 369 HD19(1--1/4 A19360 0.02 N-3 L End -7.87 41.50 2 364 364 HD19(1-1/4 A19360 0.02 N-3 R End 1.38 41.50 2 364 364 HD19(1-1/4 A19360 0.02 N-5 L End 5.13 41.50 2 359 359 HD5 2405 0.15 N-5 R End 28.38 41.50 2 359 359 HD5 2405 0.15 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline ell Positn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening w L or R End - At left or right wall end L or R Op n - At left or right side of opening n • Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down -- Device used from hold-down database Cap - Allowable ASD tension load • Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load low !iM toor WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 DRAG STRUT FORCES ( flexible wind design) Level 1 Line- Position on Wall Location [ft] Load Wall or Opening X Y Case Line 2 2-1 Left Wall End -18.00 -9.00 1 Line 3 3-1 Left Wall End -8.00 18.00 1 3-1 Right Wall End -8.00 26.00 1 Line 5 5-1 Left Wall End 1.00 18.00 1 5-1 Right Wall End 1.00 24.50 1 5-2 Left Wall End 1.50 33.50 1 Line 7 7-1 Left Wall End 8.00 -9.50 1 7-1 Right Wall End 8.00 21.50 1 Line 8 8-1 Left Wall End 12.50 15.00 1 8-1 Right Wall End 12.50 22.00 1 8-2 Left Wall End 12.00 37.00 1 Line 12 12-1 Left Wall End 25.00 -9.00 1 12-1 Right Wall End 25.00 4.50 1 12-2 Left Wall End 25.00 23.00 1 12-2 Right Wall End 25.00 37.00 1 Line 14 14-2 Left Wall End 31.00 4.50 1 14-2 Right Wall End 31.00 23.00 1 Line C C-1 Left Wall End -18.00 -9.00 1 C-1 Right Wall End 8.00 -9.00 1 C-2 Left Wall End 8.50 -9.00 1 C-2 Right Wall End 25.00 -9.00 1 Line D D-1 Left Wall End 8.50 4.50 1 Line G G-1 Left Wall End -18.00 18.00 1 G-1 Right Wall End 8.00 18.00 1 Line I 1-1 Left Wall End 14.00 23.00 Line J J-1 Left Wall End -14.00 25.50 1 J-1 Right Wall End -8.00 25.50 1 Line L L-1 Left Wall End -8.50 30.00 1 L-1 Right Wall End 0.50 30.00 1 Line M M-1 Left Wall End 12.00 37.00 1 M-1 Right Wall End 16.50 37.00 1 M-2 Left Wall End 20.00 37.00 1 M-2 Right Wall End 25.00 37.00 1 Line 0 0-2 Left Wall End -18.00 45.50 1 0-2 Right Wall End -12.50 45.50 1 0-4 Left Wall End -5.50 45.50 1 0-4 Right Wall End 4.50 45.50 1 0-6 Left Wall End 7.00 45.50 1 0-6 Right Wall End 12.00 45.50 1 Drag Strut Force [lbs] -> <- 1866 1866 1045 1045 536 536 2451 1386 1966 2451 1386 1966 980 980 2241 2241 2305 2305 818 818 1806 1806 2259 2259 1572 1572 2227 2227 1746 1746 178 178 163 163 426 426 682 682 576 576 1279 1279 5021 5021 193 193 2218 2218 1793 1793 545 545 3541 3541 724 724 1920 1920 777 777 300 300 385 385 146 146 227 227 703 703 93 93 1599 1599 1315 1315 2160 2160 Level 2 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Line 2 2-1 Left Wall End -18.00 -9.00 1 2-1 Right Wall End -18.00 18.50 1 2-2 Left Wall End -18.00 22.50 1 Line 6 6-1 Left Wall End 5.00 17.50 1 6-1 Right Wall End 5.00 27.50 1 Line 7 7-1 Left Wall End 8.00 -9.00 1 7-1 Right Wall End 8.00 21.50 1 Line 8 Drag Strut Fomepbs] -> <- 1594 1594 410 410 990 990 2633 2633 1264 1264 497 497 1084 1084 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 DRAG STRUT FORCES ( flexible wind design, continued) 8-1 Left Wall End 12.50 16.00 1 8-1 Right Wall End 12.50 22.00 1 Line 11 11-1 Left Wall End 23.00 -2.50 1 11-1 Right Wall End 23.00 4.50 1 11-2 Left Wall End 23.00 23.00 1 11-2 Right Wall End 23.00 29.50 1 11-3 Left Wall End 23.00 33.50 1 11-3 Right Wall End 23.00 37.00 1 Line C C-1 Left Wall End -18.00 -9.00 1 C-1 Right Wall End -14.50 -9.00 1 C-2 Left Wall End 4.00 -9.00 1 C-2 Right Wall End 8.00 -9.00 1 C-3 Left Wall End 11.00 -9.00 1 C-3 Right Wall End 15.50 -9.00 1 Line D D-1 Left Wall End 13.00 4.50 1 D-1 Right Wall End 22.00 4.50 1 D-2 Left Wall End 26.00 4.50 1 Line G G-1 Left Wall End -18.00 17.50 1 G-1 Right Wall End -12.00 17.50 1 G-2 Left Wall End -7.00 17.50 1 G-2 Right Wall End 8.00 17.50 1 Line I I-1 Left Wall End 23.00 23.00 1 I-1 Right Wall End 26.00 23.00 1 I-2 Left Wall End 28.00 23.00 1 Line K K-1 Left Wall End -18.00 27.00 1 K-1 Right Wall End -13.00 27.00 1 K-2 Left Wall End -8.50 27.50 1 K-2 Right Wall End 8.50 27.50 1 Line 0 0-2 Left Wall End -18.00 45.50 1 0-2 Right Wall End -12.50 45.50 1 0-4 Left Wall End -6.50 45.50 1 0-4 Right Wall End 6.00 45.50 1 1005 1005 656 656 2523 2523 356 356 2311 2311 363 363 214 214 1225 1225 283 283 1326 1326 1290 1290 548 548 124 124 2192 2192 4484 4484 1252 1252 1795 1795 149 149 490 490 117 117 1714 1714 1940 1940 925 925 1015 1015 199 199 456 456 9 9 2237 2237 195 195 789 789 203 203 2439 2439 Level 3 Line - Wall Position on Wall or Opening Locationn Load X Y Case Line 1 1-2 Left Wall End -20.00 -10.00 1 1-2 Right Wall End -20.00 14.00 1 1-4 Left Wall End -20.00 20.00 1 1-4 Right Wall End -20.00 42.00 1 Line 4 4-1 Left Wall End -4.00 15.00 1 4-1 Right Wall End -4.00 21.50 1 Line 5 5-1 Left Wall End 1.50 29.50 1 5-1 Right Wall End 1.50 36.00 1 Line 7 7-1 Left Wall End 8.00 -3.50 1 7-1 Right Wall End 8.00 6.00 1 7-2 Left Wall End 7.00 30.50 1 7-2 Right Wall End 7.00 41.50 1 Line 10 10-1 Left Wall End 20.00 18.50 1 10-1 Right Wall End 20.00 27.00 1 Line 13 13-3 Left Wall End 28.00 -4.00 1 13-3 Right Wall End 28.00 3.00 1 13-5 Left Wall End 28.00 6.50 1 13-5 Right Wall End 28.00 19.50 1 13-7 Left Wall End 28.00 23.00 1 13-7 Right Wall End 28.00 32.00 1 13-9 Left Wall End 28.00 37.50 1 13-9 Right Wall End 28.00 41.50 1 Line C C-1 Right Wall End -14.00 -10.00 Drag Strut Force (lbs] -> <- 528 528 9 9 308 308 185 185 1579 1579 1083 1083 1190 1190 228 228 640 640 169 169 782 782 155 155 1832 1832 880 880 718 718 409 409 566 566 9 9 148 148 249 249 3 3 179 179 497 497 OR WoodWorks® Shearwalls Arco Construction SFR--5005 S 1 14th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 DRAG STRUT FORCES ( flexible wind design, Continued) C-2 Left Wall End -5.00 -10.00 1 C-2 Right Wall End 2.00 -10.00 1 C-3 Left Wall End 10.00 -10.00 1 C-3 Right Wall End 17.50 -10.00 1 C-4 Left Wall End 24.00 -10.00 1 C-4 Right Wall End 28.00 -10.00 1 Line E E-1 Right Wall End -15.00 6.50 1 E-2 Left Wall End -11.50 6.50 1 E-2 Right Wall End -3.00 6.50 1 E-3 Left Wall End 2.50 6.00 1 E-3 Right Wall End 13.00 6.00 1 Line F F-1 Left Wall End 20.00 13.50 1 F-1 Right Wall End 28.00 13.50 1 Line H H-1 Right Wall End -3.50 21.50 1 Line K K-1 Left Wall End 15.50 27.00 1 K-1 Right Wall End 28.00 27.00 1 Line L L-1 Left Wall End -9.50 29.50 1 L-1 Right Wall End 1.50 29.50 1 Line N N-1 Right Wall End -13.50 41.50 1 N-3 Left wall End -8.00 41.50 1 N-3 Right Wall End 1.50 41.50 1 N-5 Left Wall End 5.00 41.50 1 N-5 Right Wall End 28.50 41.50 1 192 192 388 388 225 225 396 396 102 102 230 230 353 353 133 133 734 734 389 389 1130 1130 2017 2017 151 151 1353 1353 798 798 67 67 334 334 938 938 65 65 124 124 29 29 149 149 86 86 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction e s • WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tuicwila.wsw Oct. 10, 2019 11:43:18 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbsj Area Isq.ft] Story Shear (lbs) E-W NS Diaphragm Force Fpx [Has] E-W N-S 3 107297 3340.5 23135 23135 23135 23135 2 80074 3340.5 12557 12557 16015 16015 1 86783 3340.5 6485 6485 17357 17357 All 274153 - 42177 42177 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): ▪ E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. • ri WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 116 WIN i Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 1 of 3 3200 M ' 7p 407 L-1 03 ico f0 A-1 4t5298 22 1!132 j 615175 j*32l66 CO Irf5 (0 1(Nal� 0-7 aG u) N 324 Oct. 10, 2019 11:43:16 50' 45' 0 aantthatillanal-Ult1111111111111 87.6 93.3 9®6 aac9guseim 96.0 93.3 932iNin630.39639109096.99c1x t'. 6.099.0 -30' 465 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -35' -- Factored shearline force (Ibs) WI Unfactored applied shear load (plf) -40' ► Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists ---II Applied point load or discontinuous shearline force (Ibs) • Vertical element requiredde Loads Showy Qe; Fis: 0.7Ego- 0.60;lf= pQEW0.2 SdA); p(NSP= 1.0; AW) = 1.9' Sds =11%. 20' 25' 30' 35' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN opo oar NMI 'Lo all was IPS SR *ow void Arco Construction SFR-5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 2 of 3 (44.,"--•••• c .111.-TTIT 0 co 0 0 01 (NI O- ✓ 0 2 3201 0 C23$01 6' 0 CO r- 2 7 182.3 194. Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertisejt elem9grequireA, 1_5' Loads Shown: Qe; Forces: OJE-+ 0.6D; = 2 7 • • 0-4 CI 0-5 3757 1 I .8 194.8 A-1 1971 61 5239 2: 0-6 11 Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) --II Applied point load or discontinuous shearline force (lbs) ' pQe +00.2 Sds5D; p(NS)0= 1.0; pXW) = 1.0; Sds 1520' = 1.0. 0-7 Oct. 10, 2019 11:43:16 50' 45' 40' 35' 30' 25' 20' 15' 10' 0' -5' • -10' -15' -20' -25' -30' -35' -40' 25' 30' 35' 0 co 4 Ln 0 4107 52 7924 4 11 69 .894.8 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN IMP 1111 ;.w Arco Construction SFR--5005 S 114th Street, Tukwila.wswoodWorks® Shearwalls 10.31 Level 3 of 3 0 in in rMi . G N2720 0-1 N-2 N-3 N-4 N-5 rmmrior Osss Q cis. 1 . •O • 1648 L-1 ,AArb co 986 Ln co 221 742 H_1 1969 2245 5 7 0 0 6 • E-2 io 0 o A 1 C-2 B-1 inissawailowsier'Aa 0 s A 0 in icl co cv I c')IR: cNi cv A-1 } 45 } 45 i r6 344 233733734438i 1351 44.337 333t397.3 337.3 330.4 337 3 K-1 Oct. 10, 2019 11:43:16 50' 45' 40' 35' 30' 25' 20' F-1 15' • CO (%) 10' 4 0 5, 00 O, 00 0 O -5' nr C-3 E-2 C-4 ri, raiminsvignimummr•c rizieagaenli -10' Aar ,A�� YOS I M 15' 59 351 2245 344.2 -20' -25' -30' l 221.5 338-5 -35' --- Factored shearline force (Ibs) 1111 Unfactored applied shear load (plf) • Factored holddown force (Ibs) (8)—(3) Unfactored dead load (plf,lbs) • C Compression force exists -.HI Applied point load or discontinuous shearline force (Ibs) ■ Verti6 I elemea'requir ' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' Loads Shown: Qe; Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0. WoodWorks® Shearwalls Arco Construction SFR--5005 $ 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEAR RESULTS flexible seismic design N-S Shearlines W Gp For Dir HAN-Cub Int Ext ASDShearForce[plf] Vilbs1 vmax v Int Allowable Ext Co _C Total V [Ibs] Crit. Resp. Line 1 Level 3 Lnl, Lev3 9^ Both 1.0 1.0 3727 - 81.0 0 326 1.00 X 326 14973 0.25 Wall 1-2 9^ Both 1.0 1.0 1944 81.0 81.0 0 326 1.00 326 7812 0.25 Wall 1-4 9^ Both 1.0 1.0 1782 81.0 81.0 0 326 1.00 326 7161 0.25 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 7662 - 151.7 0 595 1.00 X 595 30058 0.25 Wall 2-2 1 Both 1.0 1.0 3490 151.7 151.7 0 595 1.00 595 13690 0.25 Wall 2-1 1 Both 1.0 1.0 4172 151.7 151.7 0 595 1.00 595 16368 0.25 Level 1 Ln2, Levl 1 Both 1.0 1.0 8647 158.7 158.7 0 595 1.00 X 595 32438 0.27 Line 3 Ln3, Levl 1 Both 1.0 1.0 655 81.9 81.9 0 595 1.00 X 595 4762 0.14 Line 4 Level 3 Ln4, Lev3 1 Both 1.0 1.0 2630 404.6 404.6 0 595 1.00 X 595 3869 0.68 Line 5 Ln5, Lev3 1 Both 1.0 1.0 1385 213.1 213.1 0 595 1.00 X 595 3869 0.36 Level 1 Ln5, Levl 4 Both 1.0 1.0 2613 - 141.2 595 595 1.00 A 1190 22022 0.12 Wall 5-1 4 Both 1.0 1.0 918 141.2 141.2 595 595 1.00 1190 7738 0.12 Wall 5-2 4 Both 1.0 1.0 1695 141.2 141.2 595 595 1.00 1190 14285 0.12 Line 6 Level 2 Ln6, Lev2 6^ Both 1.0 1.0 4561 456.1 456.1 507 595 1.00 X 1014 10137 0.45 Line 7 Level 3 Ln7, Lev3 1 Both 1.0 1.0 2271 - 110.8 0 595 1.00 X 595 12202 0.19 Wall 7-2 1 Both 1.0 1.0 1219 110.8 110.8 0 595 1.00 595 6547 0.19 Wall 7-1 1 Both 1.0 1.0 1053 110.8 110.8 0 595 1.00 595 5654 0.19 Level 2 Ln7, Lev2 6 Both 1.0 1.0 2943 96.5 96.5 507 595 1.00 X 1014 30918 0.10 Level 1 Ln7, Levl 4 Both 1.0 1.0 5929 191.3 191.3 595 595 1.00 A 1190 36902 0.16 Line 8 Level 2 Ln8, Lev2 1 Both 1.0 1.0 368 - 35.0 0 595 1.00 X 595 6250 0.06 Wall 8-3 1 Both 1.0 .90 158 35.0 35.0 0 536 1.00 536 2411 0.07 Wall 8-2 1 Both 1.0 1.0 0 0 595 1.00 595 - - Wall 8-1 1 Both 1.0 1.0 210 35.0 35.0 0 595 1.00 595 3571 0.06 Level 1 Ln8, Levl 1 Both 1.0 1.0 3116 - 201.0 0 595 1.00 X 595 9226 0.34 Wall 8-2 1 Both 1.0 1.0 1709 201.0 201.0 0 595 1.00 595 5059 0.34 Wall 8-1 1 Both 1.0 1.0 1407 201.0 201.0 0 595 1.00 595 4166 0.34 Line 9 Level 2 Ln9, Lev2 1 Both 1.0 .60 1516 - 233.3 0 357 1.00 X 357 2321 0.65 Wall 9-2 1 Both 1.0 .70 816 233.3 233.3 0 417 1.00 417 1458 0.56 Wall 9-1 1 Both 1.0 .60 700 233.3 233.3 0 357 1.00 357 1071 0.65 Line 10 Level 3 Ln10, Lev3 1 Both 1.0 1.0 2481 291.8 291.8 0 595 1.00 X 595 5059 0.49 Line 11 Level 2 Lnll, Lev2 6 Both 1.0 1.0 4431 - 260.6 507 595 1.00 X 1014 17233 0.26 Wall 11-1 6 Both 1.0 1.0 1824 260.6 260.6 507 595 1.00 1014 7096 0.26 Wall 11-2 6 Both 1.0 1.0 1694 260.6 260.6 507 595 1.00 1014 6589 0.26 Wall 11-3 6 Both .70 .70 912 260.6 260.6 355 417 1.00 710 2484 0.37 Line 12 Level 1 Ln12, Levl 1 Both 1.0 1.0 4528 - 164.6 0 595 1.00 .X 595 16368 0.28 Wall 12-1 1 Both 1.0 1.0 2223 164.6 164.6 0 595 1.00 595 8035 0.28 Wall 12-2 1 Both 1.0 1.0 2305 164.6 164.6 0 595 1.00 595 8333 0.28 Line 13 Level 3 Ln13, Lev3 10^ Both 1.0 1.0 3701 - 112.2 0 595 1.00 X 595 19642 0.19 Wall 13-7 10^ Both 1.0 1.0 1009 112.2 112.2 0 595 1.00 595 5357 0.19 Wall 13-9 10^ Both 1.0 1.0 449 112.2 112.2 0 595 1.00 595 2381 0.19 Wall 13-5 10^ Both 1.0 1.0 1458 112.2 112.2 0 595 1.00 595 7738 0.19 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEAR RESULTS (flexible seismic design, continued Wall 13-3 Line 14 Level 2 Ln14, Lev2 Wall 14-4 Wall 14-6 Level 1 Ln14, Levl 10^ 12^ 12^ 12^ 11^ Both Both Both Both Both 1.0 1.0 1.0 1.0 1.0 1.0 .70 .70 .90 1.0 785 3505 1533 1971 4036 112.2 - 438.1 438.1 218.2 112.2 438.1 438.1 438.1 216.2 0 0 0 0 0 595 511 511 657 595 1.00 1.00 1.00 1.00 1.00 X X 595 511 511 657 595 4166 4088 1789 2957 11011 0.19 0.86 0.86 0.67 0.37 E-W Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [plf] V psi vmax v Int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line C Level 3 LnC, Lev3 3^ Both 1.0 1.0 4208 - 171.7 0 419 1.00 X 419 10253 0.41 Wall C-4 3^ Both 1.0 1.0 687 171.7 171.7 0 419 1.00 419 1674 0.41 Wall C-3 3^ Both 1.0 1.0 1286 171.7 171.7 0 419 1.00 419 3139 0.41 Wall C-2 3^ Both 1.0 1.0 1202 171.7 171.7 0 419 1.00 419 2930 0.41 Wall C-1 3^ Both 1.0 1.0 1030 171.7 171.7 0 419 1.00 419 2511 0.41 Level 2 LnC, Lev2 2^ Both .70 .70 6642 - 553.5 444 444 1.00 X 887 10644 0.62 Wall C-1 2^ Both .70 .70 1937 553.5 553.5 444 444 1.00 887 3105 0.62 Wall C-3 2^ Both .90 .90 2491 553.5 553.5 570 570 1.00 1140 5132 0.49 Wall C-2 2^ Both .80 .80 2214 553.5 553.5 507 507 1.00 1014 4055 0.55 Level 1 LnC, Levl 1 Both 1.0 1.0 7850 - 184.7 0 595 1.00 X 595 25296 0.31 Wall C-2 1 Both 1.0 1.0 3048 184.7 184.7 0 595 1.00 595 9821 0.31 Wall C-1 1 Both 1.0 1.0 4802 184.7 184.7 0 595 1.00 595 15475 0.31 Line D Level 2 LnD, Lev2 4 Both 1.0 1.0 4806 - 343.3 595 595 1.00 A 1190 16666 0.29 Wall D-2 4 Both 1.0 1.0 1716 343.3 343.3 595 595 1.00 1190 5952 0.29 Wall D-1 4 Both 1.0 1.0 3089 343.3 343.3 595 595 1.00 1190 10714 0.29 Level 1 LnD, Levl 1 Both 1.0 1.0 5674 252.2 252.2 0 595 1.00 X 595 13392 0.42 Line E Level 3 LnE, Lev3 1 Both 1.0 1.0 2922 - 121.7 0 595 1.00 X 595 14285 0.20 Wall E-3 1 Both 1.0 1.0 1278 121.7 121.7 0 595 1.00 595 6250 0.20 Wall E-2 1 Both 1.0 1.0 1035 121.7 121.7 0 595 1.00 595 5059 0.20 Wall E-1 1 Both 1.0 1.0 609 121.7 121.7 0 595 1.00 595 2976 0.20 Line F LnF, Lev3 1 Both 1.0 1.0 1969 246.1 246.1 0 595 1.00 X 595 4762 0.41 Line G Level 2 LnG, Lev2 1 Both 1.0 1.0 3330 - 158.6 0 595 1.00 X 595 12499 0.27 Wall G-2 1 Both 1.0 1.0 2378 158.6 158.6 0 595 1.00 595 8928 0.27 Wall G-1 1 Both 1.0 1.0 951 158.6 158.6 0 595 1.00 595 3571 0.27 Level 1 LnG, Levl 1 Both 1.0 1.0 3979 153.1 153.1 0 595 1.00 X 595 15475 0.26 Line H Level 3 LnH, Lev3 5 Both 1.0 1.0 1742 105.6 105.6 0 456 1.00 X 456 7519 0.23 Line I Level 2 LnI, Lev2 6 Both 1.0 1.0 1870 - 311.6 507 595 1.00 X 1014 6082 0.31 Wall I-1 6 Both .60 .60 935 311.6 311.6 304 357 1.00 608 1825 0.51 Wall 1-2 6 Both .60 .60 935 311.6 311.6 304 357 1.00 608 1825 0.51 Level 1 LnI, Levi 1 Both 1.0 1.0 2140 125.9 125.9 0 595 1.00 X 595 10118 0.21 Line J LnJ, Levl 1 Both 1.0 1.0 2345 390.8 390.8 0 595 1.00 X 595 3571 0.66 Line K Level 3 LnK, Lev3 1 Both 1.0 1.0 986 78.9 78.9 0 595 1.00 X 595 7440 0.13 Level 2 LnK, Lev2 6 Both 1.0 1.0 3201 - 145.5 507 595 1.00 X 1014 22301 0.14 Wall K-1 6 Both 1.0 1.0 728 145.5 145.5 507 595 1.00 1014 5069 0.14 Wall K-2 6 Both 1.0 1.0 2474 145.5 145.5 507 595 1.00 1014 17233 0.14 Line L Level 3 LnL, Lev3 1 Both 1.0 1.0 1648 149.8 149.8 0 595 1.00 X 595 6547 0.25 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 SHEAR RESULTS ( flexible seismic design, continued) Level 1 LnL, Levl 1 Both 1.0 1.0 1407 156.3 156.3 0 595 1.00 X 595 5357 0.26 Line M Level 2 LnM, Lev2 1 Both 1.0 1.0 2712 - 339.1 0 595 1.00 X 595 4762 0.57 Wall M-2 1 Both 1.0 .80 1356 339.1 339.1 0 476 1.00 476 1905 0.71 Wall M-1 1 Both 1.0 .80 1356 339.1 339.1 0 476 1.00 476 1905 0.71 Level 1 LnM, Levl 1 Both 1.0 1.0 3200 - 336.8 0 595 1.00 X 595 5654 0.57 Wall M-1 1 Both 1.0 1.0 1516 336.8 336.8 0 595 1.00 595 2678 0.57 Wall 11-2 1 Both 1.0 1.0 1684 336.8 336.8 0 595 1.00 595 2976 0.57 Line N Level 3 LnN, Lev3 7^ Both 1.0 1.0 2720 - 68.9 0 456 1.00 X 456 18000 0.15 Wall N-3 7^ Both 1.0 1.0 654 68.9 68.9 0 456 1.00 456 4329 0.15 Wall 11-5 7^ Both 1.0 1.0 1618 68.9 68.9 0 456 1.00 456 10709 0.15 Wall N-1 7^ Both 1.0 1.0 448 68.9 68.9 0 456 1.00 456 2962 0.15 Line O Level 2 LnO, Lev2 5 Both 1.0 1.0 2424 - 134.6 0 456 1.00 X 456 8203 0.30 Wall 0-2 5 Both 1.0 1.0 741 134.6 134.6 0 456 1.00 456 2506 0.30 Wall 0-4 5 Both 1.0 1.0 1683 134.6 134.6 0 456 1.00 456 5696 0.30 Level 1 ' LnO, Levl 8^ Both 1.0 1.0 2930 - 142.9 0 200 1.00 X 200 4100 0.71 Wall 0-2 8^ Both 1.0 1.0 786 142.9 142.9 0 200 1.00 200 1100 0.71 Wall 0-4 8^ Both 1.0 1.0 1429 142.9 142.9 0 200 1.00 200 2000 0.71 Wall 0-6 8^ Both 1.0 1.0 715 142.9 142.9 0 200 1.00 200 1000 0.71 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. HiW-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factorCub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments an wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. • "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. PI IN 0 WoodWorks@ Shearwalls Arco Construction SFIR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- Location [ft] Wall Posit'n X Line 1 ✓ Elem ✓ Elem ✓ Elem ✓ Elem -20.00 -20.00 -20.00 -20.00 -9.87 13.88 20.13 41.88 Line 2 2-1 L End -18.00 -8.87 ✓ Elem -18.00 18.38 ✓ Elem -18.00 22.63 2-1 R End -18.00 45.38 Line 3 3-1 L End -8.00 18.13 3-1 R End -8.00 25.88 Line4 ✓ Elem -4.00 15.13 ✓ Elem -4.00 21.38 Line 5 5-1 L End 5-1 R End ✓ Elem 5-2 L End ✓ Elem 5-2 R End Line 6 1.00 1.00 1.50 1.50 1.50 1.50 18.13 24.38 29.63 33.63 35.88 45.38 ✓ Elem 5.00 17.63 ✓ Elem 5.00 27.38 ine 7 7-1 L End ✓ Elem ✓ Elem ✓ Elem 7-1 R End ✓ Elem ✓ Elem 8.00 7.00 7.00 7.00 8.00 7.00 7.00 - 9.37 - 8.87 -3.37 5.88 21.38 30.63 41.37 Line 8 8-1 L End 12.50 15.13 ✓ Elem 12.00 16.13 8-1 R End 12.50 21.88 8-2 L End 12.00 37.13 ✓ Elem 12.00 41.13 8-2 R End 12.00 45.38 Line 9 Line 10 ine 11 ✓ Elem 13.00 -8.87 ✓ Elem 13.00 -6.12 ✓ Elem 13.00 1.13 ✓ Elem 13.00 4.38 ✓ Elem 20.00 18.63 ✓ Elem 20.00 26.88 ✓ Elem 23.00 -2.37 ✓ Elem 23.00 4.38 ✓ Elem 23.00 23.13 ✓ Elem 23.00 29.38 ✓ Elem 23.00 33.63 ✓ Elem 23.00 36.88 Line 12 12-1 L End 25.00 -8.87 12-1 R End 25.00 4.38 12-2 L End 25.00 23.13 12-2 R End 25.00 36.88 Line ✓ Elem 28.00 -3.87 ✓ Elem 28.00 2.88 ✓ Elem 28.00 6.63 ✓ Elem 28.00 19.38 ✓ Elem 28.00 23.13 ✓ Elem 28.00 31.88 ✓ Elem 28.00 37.62 ✓ Elem 28.00 41.37 Tensile ASD Holddown Force Pbs] Shear Dead Ev Cmb'd 1960 1960 1519 1519 2966 1531 1534 2968 761 761 3366 3366 1322 1322 1773 1298 1773 1298 4678 4678 1960 1960 1519 1519 2966 1531 1534 2968 761 761 3366 3366 1322 1322 1773 1298 1773 1298 4678 4678 Cap Crit Hold-down pbs] Resp. Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 HD19(1-1/4 ^19360 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD9 8810 Refer to upper level HD9 8810 Refer to upper level Refer to upper level 0.15 0.15 0.04 0.04 0.07 0.07 0.15 0.15 1735 1735 HD9 8810 0.20 973 973 Refer to upper level 910 910 Refer to upper level 910 910 Refer to upper level 2708 2708 HD9 8810 0.31 907 907 Refer to upper level 907 907 Refer to upper level 1876 366 2242 1864 371 2235 2545 2545 2512 2512 2405 2405 2703 2703 2710 2710 2807 2807 1510 1510 1509 1509 930 930 915 915 923 923 957 957 1876 366 2242 1864 371 2235 2545 2545 2512 2512 2405 2405 2703 2703 2710 2710 2807 2807 1510 1510 1509 1509 930 930 915 915 923 923 957 957 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 ^19360 ^19360 ^19360 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level 0.10 0.12 0.10 0.12 0.08 0.08 0.08 0.08 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible seismic design, continued Line 14 14-2 L End 31.00 4.62 ✓ Elem 31.00 8.62 ✓ Elem 31.00 11.88 ✓ Elem 31.00 15.63 ✓ Elem 31.00 19.88 14-2 R End 31.00 22.88 Line C ✓ Elem -19.87 -10.00 C-1 L End -17.87 -9.00 ✓ Elem -14.62 -10.00 ✓ Elem -14.12 -10.00 ✓ Elem -4.87 -10.00 ✓ Elem 1.88 -10.00 ✓ Elem 4.13 -10.00 C-1 R End 7.88 -9.00 C-2 L End 8.62 -9.00 ✓ Elem 10.13 -10.00 ✓ Elem 11.13 -10.00 ✓ Elem 15.38 -10.00 ✓ Elem 17.38 -10.00 ✓ Elem 24.13 -10.00 C-2 R End 24.88 -9.00 ✓ Elem 27.88 -10.00 Line D D-1 L End 8.62 4.50 ✓ Elem 13.13 4.50 ✓ Elem 21.88 4.50 ✓ Elem 26.13 4.50 D-1 R End 30.88 4.50 Line E ✓ Elem -19.87 6.00 ✓ Elem -15.12 6.00 ✓ Elem -11.37 6.00 ✓ Elem -3.12 6.00 ✓ Elem 2.62 6.00 ✓ Elem 12.88 6.00 Line F ✓ Elem 20.13 13.50 ✓ Elem 27.88 13.50 Line G G-1 L End -17.87 18.00 ✓ Elem -12.12 17.50 ✓ Elem -6.87 17.50 G-1 R End 7.88 18.00 Line H ✓ Elem -19.87 21.50 ✓ Elem -3.62 21.50 Line I I-1 L End 14.13 23.00 ✓ Elem 23.13 23.00 ✓ Elem 25.88 23.00 ✓ Elem 28.13 23.00 I-1 R End 30.88 23.00 Line J J-1 L End -13.87 25.50 J-1 R End -8.12 25.50 Line K ✓ Elem -17.87 27.00 ✓ Elem -13.12 27.00 ✓ Elem -8.37 27.00 ✓ Elem 8.38 27.00 ✓ Elem 15.63 27.00 ✓ Elem 27.88 27.00 Line L ✓ Elem -9.37 29.50 L-1 L End -8.37 30.00 L-1 R End 0.38 30.00 ✓ Elem 1.38 29.50 Line M M-1 L End 12.13 37.00 ✓ Elem 15.88 37.00 M-1 R End 16.38 37.00 ✓ Elem 19.63 37.00 M-2 L End 20.13 37.00 1991 1991 4718 4718 4718 4718 4638 4638 4638 4638 1991 1991 1434 1434 7639 7639 5961 5961 1434 1434 1425 1425 1425 1425 5904 5904 7583 7583 1688 1688 1421 1421 5861 5861 5861 5861 1421 1421 1466 1466 1688 1688 1466 1466 2295 2295 3531 3531 3531 3531 3613 3613 5908 5908 1025 1025 1025 1025 1004 1004 1004 1004 998 998 998 998 2032 2032 2032 2032 3045 3045 1654 1654 1612 1612 3003 3003 858 858 1150 3400 3400 3400 4549 3670 3670 858 858 1150 3400 3400 3400 4549 3670 3670 1532 1532 1532 1532 1477 1477 1477 1477 644 644 644 644 1227 1227 1447 1447 1447 1447 1227 1227 6826 3617 3209 3617 3191 6826 3617 3209 3617 3191 HD12 ^11775 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD12 ^11775 0.17 0.17 Refer to upper level HD19(1-1/4 ^19360 0.39 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level 11019(1-1/4 ^19360 0.39 HD19(1-1/4 ^19360 0.09 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 0.09 Refer to upper level 9019(1-1/4 ^1.9360 0.12 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 0.31 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 HD19(1-1/4 ^19360 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 0.16 0.16 0.06 0.23 0.19 0.19 0.07 0.07 0.35 0.17 0.16 WoodWorks® Shearwalls Arco Construction SFR-5005 S 114th Street, Tu kwi la.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible seismic design, continued) ...... __.............. M-2 Line N Line 0 0-2 0-2 0-4 0-4 0-6 0-6 V Elem R End V Elem V Elem V Elem V Elem V Elem V Elem L End R End V Elem L End R End V Elem L End R End 23.38 24.88 -19.87 -13,62 -7.87 1.38 5.13 28.38 -17.87 -12.62 -6.37 -5.37 4.38 5.88 7.13 11.88 37.00 37.00 41.50 41.50 41.50 41.50 41.50 41.50 45.50 45.50 45.50 45.50 45.50 45.50 45.50 45.50 3617 3191 573 573 566 566 557 557 2758 2758 1374 1319 1319 1374 1354 1354 3617 3191 573 573 566 566 557 557 2758 2758 1374 1319 1319 1374 1354 1354 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 ^19360 8019(1-1/4 ^19360 0.16 0.14 0.14 0.07 0.07 0.07 0.07 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down pbs] Resp. Line 1 V Elem -20.00 -9.87 1960 1960 Refer to upper level V Elem -20.00 13.88 1960 1960 Refer to upper level V Elem -20.00 20.13 1519 1519 Refer to upper level V Elem -20.00 41.88 1519 1519 Refer to upper level Line 2 2-1 L End -18.00 -8.87 1531 1531 HD19(1-1/4 ^19360 0.08 2-1 R End -18.00 18.38 1531 1531 HD19(1-1/4 ^19360 0.08 2-2 L End -18.00 22.63 1534 1534 HD19(1-1/4 ^19360 0.08 2-2 R End -18.00 45.38 1534 1534 HD19(1-1/4 ^19360 0.08 Line 4 v Elem -4.00 15.13 3366 3366 Refer to upper level V Elem -4.00 21.38 3366 3366 Refer to upper level Line 5 V Elem 1.50 29.63 1773 1773 Refer to upper level V Elem 1.50 35.88 1773 1773 Refer to upper level Line 6 6-1 L End 5.00 17.63 4678 4678 H07 6600 0.71 6-1 R End 5.00 27.38 4678 4678 HD7 6600 0.71 Line 7 7-1 L End 8.00 -8.87 973 973 HD19(1-1/4 ^19360 0.05 V Elem 7.00 -3.37 910 910 Refer to upper level V Elem 7.00 5.88 910 910 Refer f:o upper level 7-1 R End 8.00 21.38 973 973 8019(1-1/4 ^19360 0.05 V Elem 7.00 30.63 907 907 Refer to upper level V Elem 7.00 41.37 907 907 Refer t.o upper level Line 8 8-1 L End 12.50 16.13 366 366 6019(1-1/4 ^19360 0.02 8-1 R End 12.50 21.88 366 366 HD19(1-1/4 ^19360 0.02 8-3 L End 12.00 41.13 371 371 HD19(1-1/4 ^19360 0.02 8-3 R End 12.00 45.38 371 371 8D19(1-1/4 ^19360 0.02 Line 9 9-1 L End 13.00 -8.87 2545 2545 HD19(1-1/4 ^19360 0.13 9-1 R End 13.00 -6.12 2545 2545 1-1019(1-1/4 ^19360 0.13 9-2 L End 13.00 1.13 2512 2512 HD19(1-1/4 ^19360 0.13 9-2 R End 13.00 4.38 2512 2512 HD19(1-1/4 -19360 0.13 Line 10 V Elem 20.00 18.63 2405 2405 Refer to upper level V Elem 20.00 26.88 2405 2405 Refer to upper level Line 11 11-1 L End 23.00 -2.37 2703 2703 8D19(1-1/4 ^19360 0.14 11-1 R End 23.00 4.38 2703 2703 HD19(1-1/4 ^19360 0.14 11-2 L End 23.00 23.13 2710 2710 8019(1-1/4 ^19360 0.14 11-2 R End 23.00 29.38 2710 2710 8019(1-1/4 ^19360 0.14 11-3 L End 23.00 33.63 2807 2807 HD19(1-1/4 ^19360 0.14 11-3 R End 23.00 36.88 2807 2807 HD19(1-1/4 ^19360 0.14 Line 13 V Elem 28.00 -3.87 930 930 Refer to upper level V Elem 28.00 2.88 930 930 Refer to upper level v Elem 28.00 6.63 915 915 Refer to upper level V Elem 28.00 19.39 915 915 Refer to upper level V Elem 28.00 23.13 923 923 Refer to upper level • WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible seismic design, continued) Line 14 14-4 14-4 14-6 14-6 Line C ✓ Elem 28.00 31.88 923 ✓ Elem 28.00 37.62 957 ✓ Elem 28.00 41.37 957 L End R End L End R End 31.00 31.00 31.00 31.00 8.62 11.68 15.63 19.88 ✓ Elem -19.87 -10.00 C-1 L End -17.87 -9.00 C-1 R End -14.62 -9.00 ✓ Elem -14.12 -10.00 ✓ Elem -4.87 -10.00 ✓ Elem 1.88 -10.00 C-2 L End 4.13 -9.00 C-2 R End 7.88 -9.00 ✓ Elem 10.13 -10.00 C-3 L End 11.13 -9.00 C-3 R End 15.38 -9.00 ✓ Elem 17.38 -10.00 ✓ Elem 24.13 -10.00 ✓ Elem 27.88 -10.00 Line D D-1 L End 13.13 4.50 D-1 R End 21.88 4.50 D-2 L End 26.13 4.50 D-2 R End 30.88 4.50 Line E ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem -19.87 -15.12 -11.37 -3.12 2.62 12.88 6.00 6.00 6.00 6.00 6.00 6.00 4718 4718 4638 4638 1434 5961 5961 1434 1425 1425 5904 5904 1421 5861 5861 1421 1466 1466 3531 3531 3613 3613 1025 1025 1004 1004 998 998 Line F ✓ Elem 20.13 13.50 2032 ✓ Elem 27.88 13.50 2032 Line G G-1 L End -17.87 17.50 1654 G-1 R End -12.12 17.50 1654 G-2 L End -6.87 17.50 1612 G-2 R End 7.88 17.50 1612 Line H ✓ Elem -19.87 21.50 858 ✓ Elem -3.62 21.50 858 Line I 1-1 L End 23.13 23.00 3400 I-1 R End 25.88 23.00 3400 I-2 L End 28.13 23.00 3400 I-2 R End 30.88 23.00 3400 Line K K-1 L End -17.87 27.00 1532 K-1 R End -13.12 27.00 1532 K-2 L End -8.37 27.50 1477 K-2 R End 8.38 27.50 1477 ✓ Elem 15.63 27.00 644 ✓ Elem 27.88 27.00 644 Line L ✓ Elem -9.37 29.50 1227 ✓ Elem 1.38 29.50 1227 Line M M-1 L End 12.13 37.00 3617 M-1 R End 15.88 37.00 3617 61-2 L End 19.63 37.00 3617 61-2 R End 23.38 37.00 3617 Line N ✓ Elem -19.87 41.50 573 ✓ Elem -13.62 41.50 573 ✓ Elem -7.87 41.50 566 ✓ Elem 1.38 41.50 566 ✓ Elem 5.13 41.50 557 ✓ Elem 28.38 41.50 557 Line 0 0-2 L End -17.87 45.50 1411 923 957 957 4718 4718 4638 4638 1434 5961 5961 1434 1425 1425 5904 5904 1421 5861 5861 1421 1466 1466 3531 3531 3613 3613 1025 1025 1004 1004 998 998 2032 2032 1654 1654 1612 1612 858 858 3400 3400 3400 3400 Refer to upper level Refer to upper level Refer to upper level H019(1-1/4 ^19360 0.24 HD19(1-1/4 ^19360 0.24 HD19(1-1/4 ^19360 0.24 H➢19(1-1/4 ^19360 0.24 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level HD9 HD9 HD19(1-1/4 H➢19(1-1/4 8810 8810 ^19360 "19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level 0.31 0.31 0.30 0.30 0.30 0.30 0.40 0.40 0.19 0.19 HD12 ^11775 0.14 HD12 ^11775 0.14 HD12 ^11775 0.14 HD12 ^11775 0.14 Refer to upper level Refer to upper level HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 ^19360 ^19360 ^19360 -19360 0.18 0.18 0.18 0.18 1532 HD12 ^11775 0.13 1532 HD12 ^11775 0.13 1477 HD12 ^11775 0.13 1477 HD12 ^11775 0.13 644 Refer to upper level 644 Refer to upper level 1227 1227 3617 3617 3617 3 617 573 573 566 566 557 557 1411 Refer to upper level Refer to upper level HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 -19360 ^19360 ^19360 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD9 0.19 0.19 0.19 0.19 8810 0.16 PA ,r MI orn it rr WoodWorks® Shearwalis Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 HOLD-DOWN DESIGN ( flexible seismic design, continued) 0-2 0-4 0-4 R End L End R End -12.62 -6.37 5.88 45.50 45.50 45.50 1411 1374 1374 1411 1374 1374 HD9 HD9 HD9 8810 8810 8810 0.16 0.16 0.16 Level 3 Line- Wall Positn Location [ft] X Y Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd Hold-down Cap [Ibs] Crit Resp. Line 1 1-2 L End -20.00 -9.87 1960 1960 HD7 6600 0.30 1-2 R End -20.00 13.88 1960 1960 HD7 6600 0.30 1-4 L End -20.00 20.13 1519 1519 HD7 6600 0.23 1-4 R End -20.00 41.88 1519 1519 HD7 6600 0.23 Line 4 4-1 L End -4.00 15.13 3366 3366 HD7 6600 0.51 4-1 R End -4.00 21.38 3366 3366 HD7 6600 0.51 Line 5 5-1 L End 1.50 29.63 1773 1773 HD7 6600 0.27 5-1 R End 1.50 35.88 1773 1773 HD7 6600 0.27 Line 7 7-1 L End 8.00 -3.37 910 910 HD19(1-1/4 ^19360 0.05 7-1 R End 8.00 5.88 910 910 HD19(1-1/4 ^19360 0.05 7-2 L End 7.00 30.63 907 907 HD7 6600 0.14 7-2 R End 7.00 41.37 907 907 HD7 6600 0.14 Line 10 10-1 L End 20.00 18.63 2405 2405 HD19(1-1/4 ^19360 0.12 10-1 R End 20.00 26.88 2405 2405 HD19(1-1/4 ^19360 0.12 Line 13 13-3 L End 28.00 -3.87 930 930 HD7 "6600 0.14 13-3 R End 28.00 2.88 930 930 HD7 ^6600 0.14 13-5 L End 28.00 6.63 915 915 HD7 ^6600 0.14 13-5 R End 28.00 19.38 915 915 HD7 -6600 0.14 13-7 L End 28.00 23.13 923 923 HD7 ^6600 0.14 13-7 R End 28.00 31.88 923 923 HD7 ^6600 0.14 13-9 L End 28.00 37.62 957 957 11019(1-1/4 ^19360 0.05 13-9 R End 28.00 41.37 957 957 HD19(1-1/4 ^19360 0.05 Line C C-1 L End -19.87 -10.00 1434 1434 HD7 ^6600 0.22 C-1 R End -14.12 -10.00 1434 1434 HD7 ^6600 0.22 C-2 L End -4.87 -10.00 1425 1425 HD7 ^6600 0.22 C-2 R End 1.88 -10.00 1425 1425 HD7 ^6600 0.22 C-3 L End 10.13 -10.00 1421 1421 HD7 ^6600 0.22 C-3 R End 17.38 -10.00 1421 1421 HD7 ^6600 0.22 C-4 L End 24.13 -10.00 1466 1466 HD7 ^6600 0.22 C-4 R End 27.88 -10.00 1466 1466 HD7 ^6600 0.22 Line E E-1 L End -19.87 6.50 1025 1025 HD7 6600 0.16 E-1 R End -15.12 6.50 1025 1025 HD7 6600 0.16 E-2 L End -11.37 6.50 1004 1004 HD7 6600 0.15 E-2 R End -3.12 6.50 1004 1004 HD7 6600 0.15 E-3 L End 2.62 6.00 998 998 HD7 6600 0.15 E-3 R End 12.88 6.00 998 998 HD7 6600 0.15 Line F F-1 L End 20.13 13.50 2032 2032 HD7 6600 0.31 F-1 R End 27.88 13.50 2032 2032 HD7 6600 0.31 Line H 11-1 L End -19.87 21.50 858 858 HD9 8810 0.10 11-1 R End -3.62 21.50 858 858 HD9 8810 0.10 Line K 11-1 L End 15.63 27.00 644 644 111719(1-1/4 ^19360 0.03 11-1 R End 27.88 27.00 644 644 11019(1-1/4 ^19360 0.03 Line L L-1 L End -9.37 29.50 1227 1227 1-1019(1-1/4 ^19360 0.06 L-1 R End 1.38 29.50 1227 1227 HD19(1-1/4 ^19360 0.06 Line N N-1 L End -19.87 41.50 573 573 1-1019(1-1/4 ^19360 0.03 11-1 R End -13.62 41.50 573 573 11019(1-1/4 ^19360 0.03 N-3 L End -7.87 41.50 566 566 HD19(1-1/4 ^19360 0.03 N-3 R End 1.38 41.50 566 566 HD19(1-1/4 ^19360 0.03 N-5 L End 5.13 41.50 557 557 HD5 2405 0.23 N-5 R End 28.38 41.50 557 557 HD5 2405 0.23 Legend: WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 201911:43:18 no Line -Wall: At wall or opening — Shearfine and wall number At vertical element - Shearfine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead — Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic information table for more details. Cmb'd - Sum of ASD-factored overtuming, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load et WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct;. 10, 2019 11:43:18 G STRUT FORCES ( flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ws] -> <- Line 2 2-1 Left Wall End -18.00 -9.00 1452 1452 Line 3 3-1 Left Wall End -8.00 18.00 380 380 3-1 Right Wall End -8.00 26.00 195 195 Line 5 5-1 Left Wall End 1.00 18.00 1516 1516 5-1 Right Wall End 1.00 24.50 857 857 5-2 Left Wall End 1.50 33.50 1216 1216 Line 7 7-1 Left Wall End 8.00 -9.50 950 950 7-1 Right Wall End 8.00 21.50 2172 2172 Line 8 8-1 Left Wall End 12.50 15.00 1665 1665 8-1 Right Wall End 12.50 22.00 591 591 8-2 Left Wall End 12.00 37.00 1305 1305 Line 12 12-1 Left Wall End 25.00 -9.00 760 760 12-1 Right Wall End 25.00 4.50 529 529 12-2 Left Wall End 25.00 23.00 750 750 12-2 Right Wall End 25.00 37.00 588 588 Line 14 14-2 Left Wall End 31.00 4.50 1510 1510 14-2 Right Wall End 31.00 23.00 1387 1387 Line C C-1 Left Wall End -18.00 -9.00 308 308 C-1 Right Wall End 8.00 -9.00 493 493 C-2 Left Wall End 8.50 -9.00 416 416 C-2 Right Wall End 25.00 -9.00 924 924 Line D D-1 Left Wall End 8.50 4.50 3171 3171 Line G G-1 Left Wall End -18.00 18.00 156 156 G-1 Right Wall End 8.00 18.00 1795 1795 Line I I-1 Left Wall End 14.00 23.00 1427 1427 Line J J-1 Left Wall End -14.00 25.50 276 276 J-1 Right Wall End -8.00 25.50 1793 1793 Line L L-1 Left Wall End -8.50 30.00 317 317 L-1 Right Wall End 0.50 30.00 841 841 Line M M-1 Left Wall End 12.00 37.00 2008 2008 M-1 Right Wall End 16.50 37.00 774 774 M-2 Left Wall End 20.00 37.00 994 994 M-2 Right Wall End 25.00 37.00 376 376 Line 0 0-2 Left Wall End -18.00 45.50 115 115 0-2 Right Wall End -12.50 45.50 355 355 0-4 Left Wall End -5.50 45.50 47 47 0-4 Right Wall End 4.50 45.50 808 808 0-6 Left Wall End 7.00 45.50 664 664 0-6 Right Wall End 12.00 45.50 1092 1092 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y -> <- Line 2 2-1 Left Wall End -18.00 -9.00 1287 1287 2-1 Right Wall End -18.00 18.50 331 331 2-2 Left Wall End -18.00 22.50 799 799 Line 6 6-1 Left Wall End 5.00 17.50 2611 2611 6-1 Right Wall End 5.00 27.50 1253 1253 Line 7 7-1 Left Wall End 8.00 -9.00 494 494 7-1 Right Wall End 8.00 21.50 1078 1078 Line 8 WoodWorks® Shearwalls Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct:. 10, 2019 11:43:18 DRAG STRUT FORCES { flexible seismic design, continued) 8-1 8-1 8-3 Line 9 9-1 9-1 9-2 9-2 Line 11 11-1 11-1 11-2 11-2 11-3 11-3 Line 14 14-4 14-4 14-6 14-6 Line C C-1 C-1 C-2 C-2 C-3 C-3 Line D D-1 D-1 D-2 Line G G-1 G-1 G-2 G-2 Line 1 I-1 I-1 I-2 Line K K-1 K-1 K-2 K-2 Line M M-1 M-1 M-2 M-2 Line 0 0-2 0-2 0-4 0-4 Left Wall End Right Wall End Left Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wall End Right Wall End Left Wa11 End Right Wall End 12.50 12.50 12.00 13.00 13.00 13.00 13.00 23.00 23.00 23.00 23.00 23.00 23.00 31.00 31.00 31.00 31.00 - 18.00 -14.50 4.00 8.00 11.00 15.50 16.00 22.00 41.00 - 9.00 -6.00 1.00 4.50 -2.50 4.50 23.00 29.50 33.50 37.00 8.50 12.00 15.50 20.00 -9.00 -9.00 -9.00 - 9.00 -9.00 -9.00 13.00 4.50 22.00 4.50 26.00 4.50 -18.00 17.50 - 12.00 17.50 -7.00 17.50 8.00 17.50 23.00 23.00 26.00 23.00 28.00 23.00 -18.00 27.00 - 13.00 27.00 - 8.50 27.50 8.50 27.50 12.00 37.00 16.00 37.00 19.50 37.00 23.50 37.00 - 18.00 45.50 -12.50 45.50 -6.50 45.50 6.00 45.50 202 202 26 26 132 132 255 255 376 376 214 214 949 949 1184 1184 167 167 1084 1084 170 170 100 100 575 575 1525 1525 179 179 366 366 1364 1364 260 260 1221 1221 1188 1188 505 505 114 114 2019 2019 3110 868 1245 131 429 103 1502 1577 752 825 126 288 6 1412 1702 558 745 399 95 384 99 1188 3110 868 1245 131 429 103 1502 1577 752 825 126 288 6 1412 1702 558 745 399 95 384 99 1188 Level 3 Line - Wall Position on Wall or Opening Line 1 1-2 Left Wall End 1-2 Right Wall End 1-4 Left Wall End 1-4 Right Wall End Line 4 4-1 Left Wall End 4-1 Right Wall End Line 5 5-1 Left Wall End 5-1 Right Wall End Line 7 7-1 Left Wall End 7-1 Right Wall End 7-2 Left Wall End Location [ft] X Y -20.00 -20.00 -20.00 -20.00 -10.00 14.00 20.00 42.00 - 4.00 15.00 -4.00 21.50 1.50 1.50 8.00 8.00 7.00 29.50 36.00 - 3.50 6.00 30.50 Drag Strut Force [Ibs] _ > <-- 569 10 331 199 569 10 331 199 1405 1405 964 964 1047 1047 201 201 572 151 699 572 151 699 Mk 1 WoodWorks® S hea rwa I Is Arco Construction SFR--5005 S 114th Street, Tukwila.wsw Oct. 10, 2019 11:43:18 DRAG STRUT FORCES (flexible seismic design, continued) 7-2 Right Wall End Line 10 10-1 Left Wall End 10-1 Right Wall End Line 13 13-3 Left Wall End 13-3 Right Wall End 13-5 Left Wall End 13-5 Right Wall End 13-7 Left Wall End 13-7 Right Wall End 13-9 Left Wall End 13-9 Right Wall End Line C 7.00 41.50 20.00 18.50 20.00 27.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 -4.00 3.00 6.50 19.50 23.00 32.00 37,50 41.50 C-1 Right Wall End -14.00 -10.00 C-2 Left Wall End -5.00 -10.00 C-2 Right Wall End 2.00 -10.00 C-3 Left Wall End 10.00 -10.00 C-3 Right Wall End 17.50 -10.00 C-4 Left Wall End 24.00 -10.00 C-4 Right Wail End 28.00 -10.00 Line E E-1 Right Wall End -15.00 6.50 E-2 Left Wall End -11.50 6.50 E-2 Right Wall End -3.00 6.50 E-3 Left Wall End 2.50 6.00 E-3 Right Wall End 13.00 6.00 Line F F-1 Left Wall End 20.00 13.50 F-1 Right Wall End 28.00 13.50 Line H H-1 Right Wall End -3.50 21.50 Line K K-1 Left Wall End 15.50 27.00 K-1 Right Wall End 28.00 27.00 Line L L-1 Left Wall End -9.50 29.50 L-1 Right Wall End 1.50 29.50 Line N N-1 Right Wall End -13.50 41.50 N-3 Left Wall End -8.00 41.50 N-3 Right Wall End 1.50 41.50 N-5 Left Wall End 5.00 41.50 N-5 Right Wall End 28.50 41.50 139 139 1458 1458 701 701 904 904 515 515 712 712 11 11 187 187 314 314 3 3 226 226 535 535 207 207 418 418 242 242 427 427 109 109 248 248 322 322 122 122 670 670 355 355 1031 1031 1544 1544 116 116 1178 1178 686 686 58 58 339 339 953 953 101 101 192 192 45 45 232 232 133 133 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction um Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: RB-01 Description: Roof Beams Prepared by: HK Selection 3-1/2x 14 1.55E TJ TimberStrand LSL Lu = 0.0 Ft Min Bearing Area R1 1.5 in2 R2= 1.5 in2 (1.5) DL Defl = 0.03 in Data Beam Span 11.0 Reaction 1 LL 1171 # Reaction 2 LL 688 # Beam Wt per ft 12.93 Reaction 1 TL 1171 # Reaction 2 TL 688 # Bm Wt Included 142 Maximum V 1171 # Max Moment 3221 Max V (Reduced) 923 # IL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.07 0.03 Critical 16.86 4.46 0.55 0.37 Status OK OK OK OK Ratio 15% 9% 12% 9% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2292 310 1.6 800 Adjustments CF Size Factor0.986 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 200 = A Uniform LL: 125 im$ et MI • Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-01 Description: Upper Wall Headers Prepared by: HK Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Min Bearing Area R1= 6.0 in2 R2= 6.0 in2 (1.5) DL Defl= Data Beam Span 11.0 Reaction 1 LL 4507 # Reaction 2 LL 2750 # Beam Wt per ft 19.48 Reaction 1 TL 4507 # Reaction 2 TL Bm Wt Included 214 Maximum V 4507 # Max Moment 12395 Max V (Reduced) 3696 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 601 LL Actual Defl L / >1000 Attributes Section (in ) Shear (in2) TL Defl (in) LL Defl Actual 123.39 62.34 0.22 0.11 Critical 51.23 19.12 0.55 0.37 Status OK OK OK OK Ratio 42% 31% 40% 31% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 800 = A Uniform LL: 500 Lu = 0.0 Ft 0.11 in 2750 # L. p. at fa it isse at Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-02 Description: Upper Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 3.2 in2 R2= 3.2 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 5.0 Reaction 1 LL 2024 # Reaction 2 LL 1250 # Beam Wt per ft 9.57 Reaction 1 TL 2024 # Reaction 2 It 1250 # Bm Wt Included 48 Maximum V 2024 # Max Moment 2530 Max V (Reduced) 1265 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >WOO Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 0.01 Critical 32.47 10.54 0.25 0.17 Status OK OK OK OK Ratio 44% 27% 8% 6% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 935 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 800 = A Uniform LL: 500 • 11 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-03 Description: Upper Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 2.6 in2 R2= 2.6 in2 (1.5) DL Defl = <0.01 in. Data Attributes Actual Critical Status Ratio Section (in3) 73.83 39.38 20.88 7.17 0.20 0.13 OK OK OK OK 28% 18% 4% 3% Fb (psi) Fv (psi) Values Reference Values 850 180 Adjusted Values 930 180 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 Cl Stability 0.9951 Rb = 8.25 Beam Span 4.0 Reaction 1 LL 1619 # Reaction 2 LL 1000 # Beam Wt per ft 9.57 Reaction 1 TL 1619 # Reaction 2 *IL 1000 # Bm Wt Included 38 Maximum V 1619 # Max Moment 1619 Max V (Reduced) 860 # TL Max Dell L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 Shear (in2) TL Defl (in) LL Defl 0.01 <0.01 E (psi x mil) Fc (psi) 1.6 625 1.6 625 1.00 Le = 6.18 Ft Loads Uniform TL: 800 = A Uniform LL: 500 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-05, 06, & 07 Description: Upper Wall Headers Prepared by: HK Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 6.0 Reaction 1 LL 504 # Reaction 2 LL 300 # Beam Wt per ft 7.87 Reaction 1 TL 504 # Reaction 2 TL 300 # Bm Wt Included 47 Maximum V 504 # Max Moment 755 Max V (Reduced) 374 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.02 <0.01 Critical 8.93 3.12 0.30 0.20 Status OK OK OK OK Ratio 18% 10% 5% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1016 180 1.6 625 Adjustments CF Size Factor1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9956 Rb = 7.48 Le = 6.18 Ft Loads Uniform TL: 160 = A Uniform LL: 100 •.• Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-08, & 09 Description: Upper Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1— 3.9 in2 R2= 3.9 in2 (1.5) DL Defl= 0.02 in MR Data Beam Span 6.0 Reaction 1 LL 2429 # Reaction 2 LL 1500 # Beam Wt per ft 9.57 Reaction 1 TL 2429 # Reaction 2 TL 1500 # Bm Wt Included 57 Maximum V 2429 # • Max Moment 3643 Max V (Reduced) 1670 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 • Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.04 0.02 Critical 46.99 13.91 0.30 0.20 • Status OK OK OK OK 'taw Ratio 64% 35% 14% 11% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) MI Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Uniform TL: 800 = A Uniform LL: 500 PI IMO Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UWH-10 Description: Upper Wall Headers Prepared by: HK Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area RI= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 6.0 Reaction 1 LL 504 # Reaction 2 LL 300 # Beam Wt per ft 7.87 Reaction 1 TL 504 # Reaction 2 TL 300 # Bm Wt Included 47 Maximum V 504 # Max Moment 755 Max V (Reduced) 374 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.02 <0.01 Critical 8.93 3.12 0.30 0.20 Status OK OK OK OK Ratio 18% 10% 5% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1016 180 1.6 625 Adjustments CF Size Factor1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9956 Rb = 7.48 Le = 6.18 Ft Loads Uniform TL: 160 = A Uniform LL: 100 OM IN AEI Project: Arco Construction SFR 5005 S, 114th Street Tukwila Beam ID: UFB-01 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Min Bearing Area R1= 7.3 in2 R2= 7.3 in2 (1.5) Data Beam Span 18.0 Reaction 1 LL 5472 # Reac Beam Wt per ft 22.97 Reaction 1 TL 5472 Bm Wt Included 413 Maximum V 5472 Max Moment 24623 Max V (Reduced) 4762 TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 281 LL Actual Defl Attributes Section (in3) Shear (in2) IL Defl (in) Actual 171.50 73.50 0.77 0.33 Critical 103.65 24.63 0.90 0.60 Status OK OK OK OK Ratio 60% 34% 85% 54% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 165 = A Uniform LL: 120 Par Unif LL Par Unif TL Start H = 100 0 18.0 75 I = 1200 18.0 125 J = 2000 18.0 Lu 0.0 Ft DL Defl= 0.44 in tion 2 LL 2880 # # Reaction 2 TL 2880 # L / 663 LL Defl Fc (psi) End • • Project: Arco Construction SFR 5005 S, 114th Street Tukwila Beam ID: UFB-02 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Min Bearing Area R1= 4.5 in2 R2= 4.5 in' (1.5) DL Defl= 0.06 in Data Beam Span 11.0 Reaction 1 LL 3344 # Reaction 2 LL 1760 # Beam Wt per ft 22.97 Reaction 1 TL 3344 # Reaction 2 TL 1760 # Bm Wt Included 253 Maximum V 3344 # Max Moment 9196 Max V (Reduced) 2635 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>W00 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.11 0.05 Critical 38.71 13.63 0.55 0.37 Status OK OK OK OK Ratio 23% 19% 19% 12% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 165 = A Uniform LL: 120 Par Unif LL Par Unif TL Start End H = 100 0 11.0 75 I = 1200 11.0 125 J= 2000 11.0 1- 4 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-03 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Min Bearing Area R1= 8.2 in2 R2= 8.2 in2 (1.5) DL Defl = 0.30 in Data Beam Span 18.0 Reaction 1 LL 6147 # Reaction 2 LL 4320 # Beam Wt per ft 22.97 Reaction 1 TL 6147 # Reaction 2 IL 4320 # Bm Wt Included 413 Maximum V 6147 # Max Moment 27660 Max V (Reduced) 5350 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 280LL Actual Defl L / 458 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.77 0.47 Critical 116.43 27.67 0.90 0.60 Status OK OK OK OK Ratio 68% 38% 86% 79% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 660 = A Uniform LL: 480 mu 6.• Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-04 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Min Bearing Area R1= 1.9 in2 R2= 1.9 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 8.0 Reaction 1 LL 1392 # Reaction 2 LL 800 Beam Wt per ft 22.97 Reaction 1 TL 1392 # Reaction 2 IL 800 # Bm Wt Included 184 Maximum V 1392 # Max Moment 2784 Max V (Reduced) 986 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Section (in3) 171.50 73.50 11.72 5.10 OK OK 7% 7% Shear (in2) TL Defl (in) LL Defl 0.02 <0.01 0.40 0.27 OK OK 4% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (ps Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 325 = A Uniform LL: 200 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-05 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Min Bearing Area R1= 3.2 in2 R2= 3.2 in2 (1.5) DL Defl= 0.09 in Data Beam Span 16.0 Reaction 1 LL 2384 # Reaction 2 LL 1600 # Beam Wt per ft 22.97 Reaction 1 TL 2384 # Reaction 2 TL 1600 # Bm Wt Included 368 Maximum V 2384 # Max Moment 9535 Max V (Reduced) 2036 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 903 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.21 0.12 Critical 40.14 10.53 0.80 0.53 Status OK OK OK OK Ratio 23% 14% 27% 23% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 275 = A Uniform LL: 200 MI OM ors'! 0 two 0 0 ray 0 two lint Owl OM 0 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-06 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 6.0 in2 R2= 6.0 in2 (1.5) DL Defl = 0.04 in Data Beam Span 10.0 Reaction 1 LL 4515 # Reaction 2 LL 3200 # Beam Wt per ft 22.97 Reaction 1 TL 4515 # Reaction 2 TL 3200 # Bm Wt Included 230 Maximum V 4515 # Max Moment 11287 Max V (Reduced) 3461 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.10 0.06 Critical 47.51 17.90 0.50 0.33 Status OK OK OK OK Ratio 28% 24% 19% 18% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 ClClStabilitv 0.9955 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 880 = A Uniform LL: 640 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-07 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallarn W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 4.5 in2 R2= 4.5 in2 (1.5) DL Defl= 0.04 in Data Beam Span 10.0 Reaction 1 LL 3365 # Reaction 2 LL 2000 # Beam Wt per ft 22.97 Reaction 1 TL 3365 # Reaction 2 TL 2000 # Bm Wt Included 230 Maximum V 3365 # Max Moment 8412 Max V (Reduced) 2580 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.08 0.04 Critical 35.41 13.34 0.50 0.33 Status OK OK OK OK Ratio 21% 18% 15% 11% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9955 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Par Unif TL Start End H = 100 0 10.0 pia um no Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-08 Description: Upper Floor Beam Prepared by: HK Selection 5-1/4x 14 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 4.1 in2 R2= 4.1 in2 (1.5) DL Defl = 0.04 in Data Beam Span 10.0 Reaction 1 LL 3090 # Reaction 2 LL 1800 # Beam Wt per ft 22.97 Reaction 1 TL 3090 # Reaction 2 FL 1800 # Bm Wt Included 230 Maximum V 3090 # Max Moment 7725 Max V (Reduced) 2369 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L />1000 Attlibutes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.07 0.03 Critical 32.52 12.25 0.50 0.33 Status OK OK OK OK Ratio 19% 17% 14% 10% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9955 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 495 = A Uniform LL: 360 Par Unif TL Start End H= 100 0 10.0 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: UFB-09 Description: Upper Floor Beam Selection 5-1/8x 31-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Min Bearing Area R1= 32.2 in2 R2= 32.2 in2 (1.5) DL Defl= 0.37 in Recom Camber= 0.56 in Data Beam Span 25.0 Reaction 1 LL 20928 # Reaction 2 LL 12625 # Beam Wt per ft 39.23 Reaction 1 TL 20928 # Reaction 2 TL 12625 Bm Wt Included 981 Maximum V 20928 # Max Moment 130799 Max V (Reduced) 16533 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 398 LL Actual Defl L / 791 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 847.55 161.44 0.75 0.38 Critical 732.93 103.33 1.25 0.83 Status OK OK OK OK Ratio 86% 64% 60% 46% Fb (psi) Values Reference Values Adjusted Values Adjustments Cv Volume Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Fv (psi) 2400 240 2142 240 0.892 1.00 E (psi x mil) Fe (psi) 1.8 650 1.8 650 Loads Uniform TL: 840 = A Uniform LL: 525 Par Unif LL Par Unif TL Start End H = 100 0 25.0 360 I = 4950 25.0 125 J = 2000 25.0 mg • NNW Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-01 Description: Main Wall Headers Prepared by: HK Selection 5-1/4x 16 2.0E TJ Parallam W.S. PSL Min Bearing Area R1= 8.1 in2 R2= 8.1 in2 (1.5) Data Beam Span 16.0 Reaction 1 LL 6050 # Reac Beam Wt per ft 26.25 Reaction 1 TL 6050 Bm Wt Included 420 Maximum V 6050 Max Moment 24200 Max V (Reduced) 5042 TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 506LL Actual Defl Attributes Section (in3) Shear (in2) TL Defl (in) Actual 224.00 84.00 0.38 0.19 Critical 103.39 26.08 0.80 0.53 Status OK OK OK OK Ratio 46% 31% 47% 35% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 2900 290 2.0 750 Adjusted Values 2809 290 2.0 750 Adjustments CF Size Factor0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Lu 0.0 Ft DL Defl= 0.19 in tion 2 LL 3600 # # Reaction 2 II 3600 # L />1000 LL Defl Fc (psi) Loads Uniform TL: 550 = A Uniform LL: 400 Par Unif LL Par Unif TL Start End H=100 0 16.0 50 I = 80 0 16.0 1 Mk Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-02 Description: Main Wall Headers Prepared by: HK Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Min Bearing Area R1= 8.5 in2 R2= 8,5 in2 (1.5) DL Defl= 0.12 in Data Beam Span 9.0 Reaction 1 LL 6343 # Reaction 2 LL 2700 # Beam Wt per ft 19.48 Reaction 1 TL 6343 # Reaction 2 IL 2700 # Bm Wt Included 175 Maximum V 6343 # Max Moment 14271 Max V (Reduced) 4948 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 587LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl LL Defl Actual 123.39 62.34 0.18 0.06 Critical 58.98 25.59 0.45 0.30 Status OK OK OK OK Ratio 48% 41% 41% 20% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 1210 = A Uniform LL: 550 Par Unif LL Par Unif TL Start End H = 100 0 9.0 50 I = 80 0 9.0 1 im Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-03 Description: Main Wall Headers Prepared by: HK Selection 4x 10 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 2.5 in2 R2= 2.5 in2 (1.5) Data Beam Span 9.0 Reaction 1 LL 1565 # Reac Beam Wt per ft 7.87 Reaction 1 TL 1565 Bm Wt Included 71 Maximum V 1565 Max Moment 3522 Max V (Reduced) 1297 TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 587 LL Actual Defl Attributes Section (in3) Shear (in2) TL Defl (in) Actual 49.91 32.38 0.18 0.06 Critical 41.44 10.81 0.45 0.30 Status OK OK OK OK Ratio 83% 33% 41% 20% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 850 180 1.6 625 Adjusted Values 1020 180 1.6 625 Adjustments CF Size Factor1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft DL Defl= 0.12 in tion 2 LL 675 # # Reaction 2 TL 675 # L/>1000 LL Defl Fc (psi) Loads Uniform TL: 160 = A Uniform LL: 100 Par Unif LL Par Unif TL Start End H = 100 0 9.0 50 I = 80 0 9.0 Project: Arco Construction SFR 5005 S, 114th Street Tukwila Beam ID: MWH-05 & 5A Description: Main Wall Headers Prepared by: HK Selection 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Min Bearing Area R1= 6.5 in2 R2= 6.5 in2 (1.5) Data Beam Span 6.0 Reaction 1 LL 5193 # Reac Beam Wt per ft 10.97 Reaction 1 TL 5193 Bm Wt Included 66 Maximum V 5193 Max Moment 7789 Max V (Reduced) 3480 TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 847LL Actual Defl Attributes Section (in3) Shear (in2) TL Defl (in) Actual 82.26 41.56 0.08 0.03 Critical 40.16 16.84 0.30 0.20 Status OK OK OK OK Ratio 49% 41% 28% 16% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 2325 310 1.6 800 Adjusted Values 2327 310 1.6 800 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 330 = A Uniform LL: 240 Par Unif LL Par Unif TL Start H = 100 0 6.0 50 I = 80 0 6.0 550 J = 1210 0 6.0 Lu 0.0 Ft DL Defl = 0.05 in tion 2 LL 2520 # # Reaction 2 2520 # L / >1000 LL Defl Fe (psi) End UPI Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-06 & 09 Description: Main Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 5.0 Reaction 1 LL 1474 # Reaction 2 LL 750 #I Beam Wt per ft 9.57 Reaction 1 TL 1474 # Reaction 2 TL 750 # Bm Wt Included 48 Maximum V 1474 # Max Moment 1842 Max V (Reduced) 921 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Section (in3) 73.83 39.38 23.65 7.68 OK OK 32% 19% Shear (in2) TL Defl (in) LL Defl 0.02 <0.01 0.25 0.17 OK OK 6% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 935 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 400 = A Uniform LL: 250 Par Unif LL Par Unif TL Start End H = 100 0 5.0 50 I = 80 0 5.0 OR int mu • IOW roi Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-07 & 08 Description: Main Wall Headers Prepared by: HK Selection 4x 8 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 2.3 in2 R2= 2.3 in2 (1.5) DL Defl= 0.03 in Data Beam Span 5.0 Reaction 1 LL 1465 # Reaction 2 LL 750 # Beam Wt per ft 6.17 Reaction 1 TL 1465 # Reaction 2 TL 750 # Bm Wt Included 31 Maximum V 1465 # Max Moment 1832 Max V (Reduced) 1111 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.06 0.02 Critical 19.89 9.26 0.25 0.17 Status OK OK OK OK Ratio 65% 36% 23% 14% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1105 180 1.6 625 Adjustments CF Size Factor1300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 400 = A Uniform LL: 250 Par Unif LL Par Unif TL Start End H = 100 0 5.0 50 I = 80 0 5.0 meg Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-10 Description: Main Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 1064 # Reaction 2 LL 510 # Beam Wt per ft 9.57 Reaction 1 TL 1064 # Reaction 2 TL 510 # Bm Wt Included 57 Maximum V 1064 # Max Moment 1596 Max V (Reduced) 731 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 <0.01 Critical 20.48 6.09 0.30 0.20 Status OK OK OK OK Ratio 28% 15% 7% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 935 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 165 = A Uniform LL: 120 Par Unif LL Par Unif TL Start End H = 100 0 6.0 50 I = 80 0 6.0 Project: Arco Construction SFR-5005 S, 114t Street Tukwila Beam ID: MWH-11 Description: Main Wall Headers Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 3.0 Ft Min Bearing Area R1= 5.4 in2 R2= 5.4 in2 (1.5) DL Defl= 0.03 in Data Beam Span 6.0 Reaction 1 LL 4044 # Reaction 2 LL 2400 # Beam Wt per ft 12.99 Reaction 1 TL 4044 # Reaction 2 I'L 2400 # Bm Wt Included 78 Maximum V 4044 # Max Moment 6066 Max V (Reduced) 2710 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.05 0.02 Critical 25.32 14.02 0.30 0.20 Status OK OK OK OK Ratio 31% 34% 16% 12% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2875 290 2.0 750 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 C1 Stability 0.9904 Rb = 8.48 Le = 6.18 Ft Loads Uniform TL: 880 = A Uniform LL: 550 Par Unif LL Par Unif TL Start End H= 100 0 6.0 50 I = 80 0 6.0 200 J = 2750 6.0 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-12 Description: Main Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.4 in2 R2= 1.4 in2 (1.5) DL Defl = 0.01 in Data Beam Span 6.0 Reaction 1 LL 899 # Reaction 2 LL 390 /4 Beam Wt per ft 9.57 Reaction 1 TL 899 # Reaction 2 IL 390 # Bm Wt Included 57 Maximum V 899 # Max Moment 1348 Max V (Reduced) 618 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 <0.01 Critical 17.39 5.15 0.30 0.20 Status OK OK OK OK Ratio 24% 13% 6% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 6.0 50 I = 80 0 6.0 80 J = 1100 6.0 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MWH-13 &14 Description: Main Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 2.0 in2 R2= 2.0 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 1259 # Reaction 2 LL 615 # Beam Wt per ft 9.57 Reaction 1 TL 1259 # Reaction 2 TL 615 # Bm Wt Included 57 Maximum V 1259 # Max Moment 1888 Max V (Reduced) 865 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Section (in3) 73.83 39.38 24.35 7.21 OK OK 33% 18% Shear (in2) TL Defl (in) LL Defl 0.02 <0.01 0.30 0.20 OK OK 8% 5% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 6.0 125 I = 2000 6.0 80 J = 1100 6.0 OR MPS WWI AR el Project: Arco Construction. SFR-5005 S, 114th Street Tukwila Beam ID: MWH-15 &16 & 17 Description: Main Wall Headers Prepared by: HK Selection 4x 10 DF North #2 Lu = 3.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1316 # Reaction 2 LL 800 # Beam Wt per ft 7.87 Reaction 1 TL 1316 # Reaction 2 TL 800 # Bm Wt Included 31 Maximum V 1316 # Max Moment 1316 Max V (Reduced) 809 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 15.55 6.74 0.20 0.13 Status OK OK OK OK Ratio 31% 21% 6% 5% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1016 180 1.6 625 Adjustments CF Size Factor1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9956 Rb = 7.48 Le = 6.18 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Par Unif TL Start End H= 100 0 4.0 OR Project: Arco Construction SFR-5005 S, 114th Street Tukwila • Beam ID: MWH-18 Description: Main Wall Headers Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 3.0 in2 R2— 3.0 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1869 # Reaction 2 LL 1200 Beam Wt per ft 9.57 Reaction 1 TL 1869 # Reaction 2 TL 1200 # Bm Wt Included 38 Maximum V 1869 # Max Moment 1869 Max V (Reduced) 993 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1.000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.01 <0.01 Critical 24.11 8.27 0.20 0.13 Status OK OK OK OK Ratio 33% 21% 5% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Uniform TL: 825 = A Uniform LL: 600 Par Unif TL Start End H = 100 0 4.0 AIM los yap, Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: MFB-01 Description: Main Floor Beams Prepared by: HK Selection 2x 12 DF North #2 Lu = 0.0 Ft Min Bearing Area R1= 0.6 in2 R2= 0.6 in2 (1.5) DL Defl = 0.05 in Data Beam Span 12.0 Reaction 1 LL 355 # Reaction 2 LL 240 # Beam Wt per ft 4.1 Reaction 1 'IL 355 # Reaction 2 IL 240 # Bm Wt Included 49 Maximum V 355 # Max Moment 1064 Max V (Reduced) 299 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>3000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 31.64 16.88 0.11 0.07 Critical 15.02 2.49 0.60 0.40 Status OK OK OK OK Ratio 47% 15% 19% 16% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 850 180 1.6 625 Adjustments CF Size Factor1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 55 = A Uniform LL: 40 Project: Arco Construction SFR-5005 S, 114th Street Tukwila Beam ID: LWH-01& 02 & 03 Description: Basement Wall Headers Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Paraliam W.S. PSL Min Bearing Area R1= 8.6 in2 R2= 8.6 in2 (1.5) Data Beam Span 8.0 Reaction 1 LL 6472 # Reac Beam Wt per ft 12.99 Reaction 1 TL 6472 Bm Wt Included 104 Maximum V 6472 Max Moment 12944 Max V (Reduced) 4871 TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 516 LL Actual Defl Attributes Section (in3) Shear (in2) TL Defl (in) Actual 82.26 41.56 0.19 0.10 Critical 53.50 25.19 0.40 0.27 Status OK OK OK OK Ratio 65% 61% 47% 37% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Lu = 0.0 Ft DL Defl= 0.09 in tion 2 LL 4120 # # Reaction 2 TL 4120 # L / 962 LL Defl Fc (psi) Loads Uniform TL: 715 = A Uniform LL: 520 Par Unif LL Par Unif TL Start End 360 H = 450 0 8.0 I = 2000 8.0 150 J = 2400 8.0 oxl 1 Hamid Korasani Consulting Engineer, P.E. Kirkland, Washington 98033 email:hkorasani@yahoo.com Tel: (425) 214-2280 Title : ARCO Cons.-5005 S. 114th St,Tukwila Page: Job # : ARCO SFF Dsgnr. HK Date: SEP 23,2019 Description.... Standard cantilevered Foundation/basement wall This Wall in File: EARetain Pro1ARCO Construction-5005 S Cantilevered Retaining Wail Design Criteria Retained Height 11.50 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem 0.0 psf Vertical component of active lateral soil pressure options: NOTUSED for Soil Pressure. NOT USED for Sliding Resistance. NOTUSED for Overturning Resistance. Surcharge Loads -Surcharge Over Heel = 30.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 60.0 psf Used for Sliding & Overturning 1 Axial Load Applied to Stem Axial Dead Load = 1,000.0 lbs Axial Live Load = 1,250,0 lbs Axial Load Eccentricity = 6.0 in Earth Pressure Seismic Load Design Kh = 0.300 g Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 34.0 psffft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingflSoil Friction Soil height to ignore for passive pressure = 12.00 in 35.0 psf/ft = 300.0 psf/ft = 130.00 pcf 0.00 pcf = 0.400 Lateral Load Applied to Stern Lateral Load ...Height to Top ...Height to Bottom Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka Using Mononobe-Okabe / Seed -Whitman procedure Design Summary Pier Foundation Not restrained at top Spacing Diameter Pier Reinforcing Embedment fc fy Added Lat. at pier top = End soil bearing allow. = Skin friction Allow. passive press. = Mu <phi>Mn Vu <phi>Vn Total Vertical Load Vertical Capacity Sliding Calcs Lateral Force at Top of Pier = 26,263 Ibs Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 6,00 ft 0.00 in 0 - #0 0.00 ft = 3,000 psi = 60,000 psi 0.0 lbs 0 psf 0.0 psf O pcf O ft-Ibs = WthtiNitt ft-Ibs 0.00 psi = 82.16 psi = 50,147 Ibs 0 Ibs 1.200 1.600 1.600 1.300 1.000 1 0.0 #/ft 0.00 ft 0.00 ft 0.439 0.226 0.213 Footing & Per Data Toe Width Heel Width Total Footing Width Footing Thickness Pier Diameer Pier Embedment Toe to Edge Pier 1.79 ft 3.96 fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Tap = 2.00 in @ 1 5.75 15.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Adjaceni Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic base force 0.0 lbs • 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.000 1,595.6 lbs Stem Construction A Top Stem Stern OK Design Height Above Ft E ft = 0.00 Wall Material Above "Htn = Concrete Thickness = 8.00 Rebar Size = # 6 Rebar Spacing 4.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.880 Total Force @ Section lbs = 5,549.9 Moment....Actual ft-it = 28,829.7 Moment Allowable = 32,743.8 Shear Actual psi = 46.8 Shear Allowable psi = 88.7 Wall Weight = 100.0 Rebar Depth 'd' in = 6.63 LAP SPLICE IF ABOVE in = 20.90 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.77 Masonry Data fm psi = Fs psi = Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Concrete Data fc psi = 3,500.0 Fy psi = 60,000.0 Medium Weight ASD Hamid Korasani Consulting Engineer, P.E. Kirkland, Washington 98033 email:hkorasani@yahoo.com Tel: (425) 214-2280 Title : ARCO Cons.-5005 S. 114th St,Tukwila Page: Job# : ARCO SFF Dsgnr: HK Date: SEP 23,2019 Description.... Standard cantilevered foundation/basement wall This Wall in File: E:\Retain Pro1ARCO Construction--5005 S Cantilevered Retaining Wa!! Design Footing Design Results Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 21,827.91 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING.,... Force Distance Moment Ibs ft ft-# Heel Active Pressure = 2,863.6 4.32 Toe Active Pressure = -53.6 0.58 Surcharge Over Toe = -28.3 0.88 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,595.6 7.65 .....RESISTING Force Distance Moment Ibs ft ft-# 1 12,382.9 Soil Over Heel = -31.3 Sloped Soil Over Heel -24.7 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ 12,206.0 Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component Total = 4,377.3 O.T.M. = 24,532.8 ResistinglOvertuming Ratio Vertical Loads used for Soil Pressure = = 1.14 9,607.9 Ibs Vertical component of active pressure NOT used for soil pressure 4,923.5 98.8. 1,000.0 107.4 1,150.0 4.10 20,202.9 4.10 405.4 1.62 1,623.3 0.90 0.90 96.1 2.12 2,441.8 1,078.1 2.88 3,099.6 Total = 8,357.9 Ibs R.M.= 27,869.2 DESIGNER NOTES: Sliding Restraint 8.in Cone w/ #6 @ 4.in o/c #5@10.in @Toe Designer select #5@15.in all horiz. reinf. @ Heel See Appendix A 1'-9 1/2" 3'-11 1/2" 5'-9" A 11 "-6" 11'-6" 2" V A 1'-3" 3" 0 Sliding Restraint Low 30.psf 30.psf Ecc= 6.in 4377.3# SONDERGAA_RD GEOSCIENCE, PLLC 13012 65T11 Avenue SE Snohomish, Washington 98296 September 22, 2017 Project No. J0027 Mr. Robert Casserd 1087 Lake Washington Boulevard, #B104 Renton, Washington 98052 Subject: Subsurface Conditions and Geologic Hazards Report 5003 South 114th Street Tukwila, Washington Mr. Casserd: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2021 City of Tukwila BUILDING DIVISION Sondergaard Geosciences, PLLC (SGP) is pleased to present our subsurface conditions and geologic hazards report for the subject site. This study has been prepared for the exclusive use of Mr. Robert Casserd and his agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. It must be understood that engineering geology field and office studies cannot guarantee stable slopes. Our observations, findings and opinions are a means to identify and reduce the inherent risks to the owner. SITE AND PROJECT DESCRIPTION The project site consists of a currently undeveloped, roughly rectangular -shaped parcel (King County Parcel 3348400975), with an area of approximately 0.24 acres, located south of South 114th Street and north of Martin Luther King Jr. Way South in Tukwila, Washington (Figure 1). A previous house that occupied the central portion of the lot has been removed. The subject site is bounded to the east and west by existing single-family residences, to the north by South 114th Street and to the south by undeveloped, forested land. Overall site topography is moderately to gently sloping down to the south on the subject lot with steep slopes to the south and east. Manmade cuts slope up to the east on the east side and down to the west on the west side of the lot. The site is vegetated by predominantly with scattered fir and deciduous trees, with a thick understory of brush and blackberry. Based upon our discussions with Mr. Casserd, we understand that current plans involve constructing a new single-family residence on the lot. September 22, 2017 RECEIVED CITY OF TUKWILA NOV 0 8 2019 PERMIT CENTER SONDERGARRD GEOSCIENCES, PLLC Dlq 0359 1 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington SUBSURFACE EXPLORATION Four exploration pits were completed at the site by SGP on September 6, 2017. The approximate locations of the explorations are shown on the "Site and Exploration Plan," Figure 2. The pits were completed using a trackhoe and representative samples were collected from the explorations. The exploration pits were continuously observed and togged by an engineering geologist. Logs of the borings are attached to this report. Descriptions of the soils encountered at the site are provided below. Detailed descriptions of the sediments encountered in each exploration boring are provided on the exploration logs attached to this report. Topsoil and Roots A layer of organic -rich topsoil with roots was encountered at exploration pit locations EP-1 and EP-2 to a depth of approximately 0.5 to 1 feet. The topsoil generally consisted of a very loose mixture of organic debris and soil. The topsoil is not suitable for use as structural fill due to the presence of organics and is not suitable for support of structural loads. Fill A layer of previously place fill was encountered at the north end of the site just south of the paved driveway. The fill typically consisted of loose, damp to moist, brown sandy gravel and silty sand with scattered debris and roots. The fill likely extends to the north beneath the old paved driveway. The fill is unsuitable for structure or pavement support. Vashon Recessional Outwash Sand Soil interpreted to be recessional outwash sand and typically consisting of medium dense, damp to moist, tan to gray, fine to coarse sand with some gravel, sandy gravel and medium stiff to stiff, moist gray silt with some gravel was encountered directly below the topsoil deposits in exploration pits EP-1 and EP-2 and directly below the fill in exploration pits EP-3 and EP-4. The recessional outwash extended to the full depths explored of 8 to 9 feet below the existing grades. The recessional outwash is suitable for foundation support though some preparation and compaction may be required prior to foundation placement. When properly moisture conditioned this material can be reused as structural fill. Ground Water Ground water seepage was not encountered in any of the exploration pits completed in September 2017. The quantity and duration of ground water seepage will vary depending upon the season, amount of precipitation and site development. September 22, 2017 SONDERGA6RD GEOSCIENCES, PLLC 2 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington Wet soils were noted at a depth of approximately 8 feet in exploration EP-1 and the owner stated that a spring was reported to exist in the patio area east of the former house. Observation of the area of the former patio did not exhibit flowing surface water at the time our field work was performed. GEOLOLGJC HAZARDS The following discussion of applicable geologic hazards is based on review of the City of Tukwila Municipal Code (TMC) Title 18 Chapter 18.45 and the geologic, topographic, and ground and surface water conditions as observed and discussed herein. The TMC identifies two potential geologic hazards that will be discussed below: Abandoned mine areas and areas of potential geologic instability. Abandoned Mine Areas TMC Section 18.45.140 identifies areas considered to be environmentally sensitive due to being underlain by abandoned mines. Based upon review of the King County Imap database there are no known abandoned mines that underlie the subject property. Areas of Potential Geologic Instability Within the property boundaries, the subject lot generally slopes down to the south at an average inclination of approximately 18 percent. The subject property contains steeper slopes on the west and east sides that are man-made cuts resulting from past development of the subject lot and the lots on either side and on the north end adjacent to South 114th Street related to construction of the road. These slopes appear to be the result of past legal grading activity which would make them exempt from the regulation. Natural steep slopes that appear greater than 40 percent in inclination occur directly south of the subject lot and, east of the subject lot south of the adjacent lot to the east (5005) as shown on Figure 3. The top of the steep slope shown on Figure 3 marks the north end of the area of potential geologic instability located in the ravine situated south-southwest of the subject lot. Section 18.45.130 of the TMC identifies areas considered to be potentially unstable due to geologic, topographic and ground water conditions. The TMC categorizes these areas into four Classes (Class 1 through Class 4) based upon slope inclination and geology. In our opinion, the subject property meets the definition of a Class 2 area "where landslide potential is moderate, which slope is between 15% and 40% and which are underlain by permeable soils." The ravine slopes to the south of the subject property would designate as a Class 3 area, in our opinion. September 22, 2017 SONDERGARRD GEOSCIENCES, PLLC 3 CasserdProoertm Subsurface Conditions and Geologic Hazards Report Tukwila, Washington To nnideatm the risk of possible shallow slope failure impacting the proposed development, we recommend that a 25 feet top of slope set back buffer from the Class 3 area be applied, GROUND MOTION Itisour opinionthat earthquake damage to the proposed structures, when founded on suitable bearing strata inaccordance with the recommendations contained herein, will likely becaused by the intensity and acceleration associated with the event. Structural design for the project should follow 2O15IBC standards. The 2015IBC defines Site Classification byreference toTable 20'1-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which isASCE 7-10. In our opinion, the subsurface conditions at the site are consistent with a Site Classification of"D"asdefined inthe referenced documents. EROSION MITIGATIONS To mitigate possible erosion hazards and potential for off -site sediment transport, we recommend the following; 1\ The winter performance of site is dependent on a well -conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove itfrom storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid togive the selected contractor workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 21 All TGSCmeasures for a givenareatobasrade6#rothervYisevvmrkmdahouldbeinstalle6 prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3) During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion orsediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to gat back into a work area after storm event. The stabilization process also includes establishing temporary storm water Septern6er22, 2027 SONDBRGARRO88OSJJENCES,PLL[ 4 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington conveyance channels through work areas to route runoff to the approved treatment facilities. 4) All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. 5) Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. 7) On -site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion on the project can be mitigated. GEOTECHNICAL RECOMMENDATIONS The medium dense and medium stiff Vashon recessional outwash sand and silt encountered in the exploration pits are suitable for foundation support if the recommendations presented in this report are implemented. The following sections provide our recommendations for foundation support and support of slab -on -grade floors. Site Preparation Site preparation of planned structural fill, building, and other areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, all fill soils and the upper organic topsoil should be removed and the remaining roots should be grubbed. Areas September 22, 2017 SONDERGARRD GEOSCIENCES, PLLC 5 Cassard9rooertw Subsurface Conditions and Geologic Hazards Report Tukwila, Washington where loose surficial soils exist due to grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content the loose soils should be removed and replaced as subsequently recommended for structural fill placement. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes less than 10feet tall in the unsaturated recessional outwash sand can be planned at nlaxinnurn slope of1H:1V/Hor|zonta|:\/ert|ual\. Temporary cut slopes in wet or saturated soils or greater than 10 feet tall may have to be shored or otherwise supported. Amistypical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, VV|SHA/OSHA regulations should be followed at all tinnem. Permanent cut slopes in native sediments or structural fill must not exceed a 2H:1l/inclination. Foundation Support Conventional Spread Footings The foundation bearing stratum, consisting of rnmdiunn dense recessional outxvaah sand,i medium stiff silt or structural fill placed over these sediments, is relatively shallow and spread footings may be used for foundation support of lightly loaded residential structures. The depth to foundation bearing soils ranged was estimated at about 1 to 4 feet in the exploration pits. If needed, structural fill placed below foundation areas should consist ofnon-organic soil, free of deleterious materials, placed in rnaxinnurn loose lift thicknesses of 8 inches with each lift compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by American Society for Testing and Materials /ASTIVI\/ O1GS7. Structural fi|| placed be|nxv footing areas should extend laterally beyond the footing edges a distance equal to or greater than the thickness of the fill. Sediments exposed in footing excavations should be compacted to a firm and unyielding condition prior tofooting placement. For footings founded either directly on rnadiurn dense native soil, or on structural fill placed over these materials, we recommend that an allowable bearing pressure of 1,500 pounds per square foot /prHbmused for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a rninirnurn of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed stratum, and no footings should befounded inorabove loose, organic, orexisting fill soils. September 22,J017 JONQB96AHRQGEO5[IENCES, PLl[ 6 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington The area bounded by lines extending downward at 1H:1V (Horizontal:Vertical) from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1. 5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cuts in the bearing soils. All footing areas should be observed by SGP prior to placing concrete to verify that the exposed soils can support the design foundation bearing capacity and that construction conforms with the recommendations in this report. Foundation bearing verification may also be required by the governing municipality. Structural Fill Structural fill may be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spells to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D-1557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by SGP prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to submit to a testing laboratory to perform a Proctor test and determine the soil's field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) September 22, 2017 SONDERGARRD GEOSCIENCES, PLLC 7 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The on -site soils contained substantial amounts of silt and are considered highly moisture -sensitive when excavated and used as fill materials. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. Slab -on -Grade Floor Support Slab -on -grade floors may be constructed either directly on the undisturbed, medium dense native sediments, or on structural fill placed over these materials. Areas of the slab subgrade that are disturbed (loosened) during construction should be recompacted to an unyielding condition prior to placing the pea gravel, as described below. In order to control moisture vapor transfer through the slab, slab -on -grade floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel, washed crushed rock or other suitable material approved by SGP. The capillary break should be overlain by a 10-mil (minimum thickness) plastic vapor retarder. Drainage Considerations All perimeter footing walls should be provided with a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at or slightly below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. The recessional outwash sand located beneath the site may provide the potential to infiltrate site storm water on the property. The feasibility of on -site infiltration should be evaluated by the project civil engineer once design studies are undertaken. September 22, 2017 SONDERGARRD GEOSCIENCES, PLLC 8 Casserd Property Subsurface Conditions and Geologic Hazards Report Tukwila, Washington CLOSURE In our opinion, based upon the information provided by Mr. Casserd and obtained during preparation of this report, the subject site is developable provided the recommendations provided herein are implemented and good construction practices are followed. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this report or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, SONDERGAARD GEOSCIENCE, PLLC. Snohomish, Washington Jon N. Sondergaard, Principal Engineering Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Figure 3 Potential Area of Geologic Instability Exploration Pit Logs September 22, 2017 SONDERGARRD GEOSCIENCES, PLLC 9 r King County iMap 1 i \ C:10 r Jol r.; \ Tuktt il,1• s I r� 1).n 1�) _ J . ,- King County The nfamaton incbded on this map has been campfed by IGng County staff from a variety d sources and is subject to change vithoutnctice. KngCounty makes norepresentations orvmantles, express orimplied,astowon acy,completeness, tine bees, a rglts to the used such irdorrretion, This dccurrert s rat irtended for use as a survey Roduct Kng County shall not be fable fa any general, special, hdired, iraidental, orconsequental damages including, but not limited to, lost rerenues or bst profits muffing prohblted except bywriten pernissian d 'GI County. Date: 912012017 Notes: " kg King County GIS CENTER King County iMap hi„ lhe hfamaion intuited on this map has been compied by Kng County staff Fran a variety d sources and is su bied to charge withoutnaice. Kng Courlymakes r representations or vane am, express orimplied, asto accuracy, completeness, tine iness, a rights to the use d such irforr anon, Thisdocumant nit intended for use as a survey product Kng County shall not be fable fa any general, special, hdired, incidental, orconsequential damages including, but nit united to, lost revenues or bat profits resJting from the use a misuse dthe infonnabn contained an this map. Any sale d this map or information on ttre map is prohibited except by written pernissicn d Kng County. Date: 911112017 Notes: Exploration Pit I 61 King County GIS CENTER oos 5003— 49401 ll 4q20 /*"..-. / /I y:N1936 / 494418 449 0 ( ,-.N....... ? / i SUBJECT LOT TOP OF STE SLOPE 50011 1 4 \ MATO a 120 11124 41113e 5165 • The ntamadon incl.:died on this map has been compied by Kng County staff from a variety cl sauces and issutject to clarge Without nctice. Kng County makes ad representations or, we rra lies, express orimplied, as to Ecuracy, completeness, theiness, a rghts to the use cif such irform3tice. This dccurrert nct intended for use as a savey product Kng Courtly shall not be table fa any genera, special, edired, incidental, orconsequentia damages including, but nct Invited to, lost revenues or bst profits resultng from the use a muse of the informatbn ccntained an this map. Any sale d this map or informaion on this map is achbitad wept by written panissice of Kng County. Date: 911112017 Notes: N LI King County GIS CENTER EXPLORATION PIT LOGS CASSERD PROPERTY TUKWILA, WASHUNGTON Depth (ft) Description RecessionaUOu*wnash 0.0-0.5 Topsoil and Roots 0.5-2.0 Loose, damp, tan, slightly silty, fine bmmedium SAND. 3.0-4.0 Medium dense, damp tomoist, tan sandy GRAVEL. 4.0-8.0 Medium dense, moist, tan togray, gravelly SAND. Wet at8feet T.D. @ 8I)feet 9'0G-17. No ground water seepage encountered. NmsidevvaU Depth (ft) Description Recessional Omtwmsh 0.0-1J3 Topsoil and Roots 1.0-2.5 Loose, damp, tan, slightly, silty, fine to medium, SAND with few gravel, 3.5-6.0 Medium dense, moist, tan, sandy GRAVEL. 6.0-9.0 Medium dense, moist, tan togray, gravelly SAND. T.D. @ 9.Ofeet 9-6-17. No ground water seepage. Nonidevva|| caving. EP-3 Depth (ft) Description Fill 0.0-4.0 Loose, damp, brown, sandy GRAVEL with scattered debris (steel cable, etc) Recessional Outwash 4.0-9.0 Medium dense, moist, tan to gray, SAND with some gravel. T.D. @ 9.0 feet 9-6-17. No ground water seepage. Some sidewall caving in fill. EP-4 Depth (ft) Description Fill 0.0-4.0 Loose, damp, brown, silty SAND with roots. Recessional Outwash 4.0-6.0 Medium dense, damp to moist, slightly silty SAND with few gravel. 6.0-9,0 Medium stiff to stiff, moist, gray SILT with some gravel. T.D. @ 9.0 feet 9-6-17. No ground water seepage. Some sidewall caving in fill. June 29th, 2020 G-5184 Mr. Hamid Korasani Email: hamidkorasani@yahoo.com Subject: Geotechnical Site Investigation 5005, 5007, 5009 - South 114th Street Tukwila, WA 98178 Dear Mr. Korasani, RECEIVED CITY OF TUKWILA APR 2 9 2021 PERMIT CENTER At your request, GEO Group Northwest, Inc., conducted a geotechnical site investigation of the •above -subject properties for the proposed single-family residences in Tukwila, Washington. The .Scope of our services included review of the City of Tukwila Sensitive Areas Map; review of the area geologic map; characterization of the subsurface soil and groundwater conditions encountered; preparation of hand auger boring logs (attached) and preparation of this evaluation report. SITE DESCRIPTION The project site is located southwest of the Rainier View neighborhood of Seattle, Washington, near the eastern city limits of Tukwila, as illustrated in Plate 1 — Site Location Map. The site incorporates three parcels, each rectangular in shape and totaling 24,000 square feet (0.55 acres). The parcels are generally undeveloped and are overgrown with vines and blackberry thickets, except for the unoccupied single-family residence on the west -most parcel. This residence is set to be demolished. The parcels slope to the southwest and have areas where slope steepness is greater than 40 percent grade. There is a dry streambed that runs southwest through the two eastern parcels. it appears that during the wet season, water seems to flow through this streambed and into the lowland in the southern extent of the parcels. This area is densely vegetated with horsetails, which is indicative of wet ground condition. The parcels are bounded by residential developed and undeveloped properties to the west, south, and east, and by South I 146 Street to the north. 13705 Bel -Red Road Bellevue, Washington 98005 Phone 425/649-8757 - Fax 425/649-8758 June 29th, 2020 G-5184 Geotechnical Site Investigation Page 2 5005, 5007, 5009 — South 114th Street, Tukwila, WA 98178 GEOLOGIC OVERVIEW According to the geologic mapping of the area, the site soils are identified as mass wastage deposits underlain with fine-grained deposits of pre -Fraser glaciation age (Qpff). These mixed glacial and non -glacial deposits are predominantly composed of dense silts and clays. SUBSURFACE INVESTIGATION On June 1 8th, 2020, Garrett Dean, Staff Engineering Geologist from our firm, visited the site to perform a visual reconnaissance of the property and investigate the subsurface soil conditions. Five exploratory borings, HA-1 through HA-5 were completed using hand -auger equipment. The boring locations are illustrated on Plate 2— Site Plan. • ., Soils encountered consisted of a thin layer of organic -rich topsoil to a depth of approximately 3- 6 inches, underlain by pre -Fraser fine grain deposits consisting of dense to very dense, silty sand and sand with some silt, subrounded gravel and cobbles to the total depth of the hand auger borings. In some locations, such as HA-2, a very dense angular crushed -rock gravel with fines was found and is interpreted to be fill. Groundwater seepage was not encountered. For a more detailed description of the soils encountered, please refer to the hand auger boring logs in Appendix A. . CONCLUSIONS AND RECOMMENDATIONS Landslide Sensitive Area Review of the City of Tukwila Sensitive Areas Map reveals there are landslide hazard areas on the project site. Per the map legend, areas mapped for moderate landslide potential are between 15 and 40 percent grade and are underlain by relatively permeable soils. Slopes between 15 and 40 percent grade underlain by relatively impermeable soils or bedrock, as well as all slopes greater than 40 percent grade are mapped as high landslide potential areas. During the subsurface investigation we checked for signs of slope instability. The area is highly vegetated with predominantly deciduous trees, shrubbery, and ivy. Leaning trees were observed which is indicative of soil creep. No other signs of slope stability were observed during our site visit. An illustration displaying these sensitive areas can be found in Plate 3 — Steep Slope Map. Provided that the single-family residences are constructed per the design recommendations within this geotechnical report, it is our opinion development will not adversely affect slope stability on the site or adjacent properties. GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 3 5005, 5007, 5009 — South 114th Street, Tukwila, NA 98178 Foundations Soils that are anticipated to be acceptable for building support were encountered at depths of approximately 0.5 - 4 feet below ground surface, depending on the location within the property. Excavation work for the project should not extend below a 1H:1V line extending from the property lines, in order to avoid affecting the adjacent properties. Conventional Footing Foundations Conventional strip and column footings should bear directly on undisturbed, medium dense to dense native soils or on compacted structural fill that has been placed on a medium dense or dense native soil subgrade. Our recommended design criteria for conventional footing foundations constructed on native soils or structural fill are provided below. - Allowable bearing pressure, including all dead and live loads: Undisturbed, dense native soil Structural fill placed on dense native soil = 2,000 psf = 2,000 psf - Minimum depth to base of perimeter footing below adjacent exterior grade = 18 inches - Minimum depth to bottom of interior footings below top of floor slab = 12 inches - Minimum width of wall footings = 16 inches - Minimum lateral dimension of column footings = 24 inches - Estimated post -construction settlement = 1/2 inch - Estimated post -construction differential settlement across building width = 1/2 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads against the building foundations can be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter case, the foundations must be poured "neat" against GEO Group Northwest, inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 4 5005, 5007, 5009 — South 114th Street, Tukwila, WA 98178 the existing undisturbed soil or be backfilled with compacted structural fill. Our recommended parameters are as follows: - Passive Pressure (Lateral Resistance) 350 pcf, equivalent fluid weight, for structural fill or competent undisturbed native soil - Coefficient of Friction (Friction Factor) 0.35 for structural or competent undisturbed native soil Retaining & Basement Walls Below grade walls may be supported on spread footing foundations using the allowable soil bearing pressures provided for the building foundation. Walls restrained horizontally are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. Cantilever walls and retaining walls free to rotate on top should be designed for an active lateral soil pressure. - At -Rest Soil Pressure Walls supported horizontally (i.e., floor framing) are considered unyielding and should be designed under the at -rest condition. We recommend using a design lateral soil pressure with an equivalent fluid density of 45 pcf for level ground above the wall. - Active Soil Pressure Cantilever walls designed to yield an amount equal to 0.002 times the wall height should be designed under an active soil pressure condition. We recommend using a design lateral soil pressure with an equivalent fluid density of 35 pcf for level ground above the wall. Seismic Earth Pressure In addition to the above triangular lateral soil pressures, a rectangular pressure of 6H should be added for permanent below grade walls to account for seismically induced dynamic soil loads. Where H is the overall height of the wall, in feet, from the top of the wall to the bottom of the footing. GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 5 5005, 5007, 5009 — South 114th Street, Tukwila, WA 98178 - Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight for both undisturbed soils and engineered structural fill. The base friction that can be generated between concrete and undisturbed bearing soils or engineered structural fill may be based on an assumed 0.35. The soil design parameters are allowable values and includes a safety factor of 2. The active and at -rest design pressures are based on a fully drained wall condition and do not include the effects of surcharges. For sloped ground above walls, a surcharge equivalent to 50 percent of the soil height above the wall (soil unit weight 130 pcf) should be considered in addition to the above soil pressure. Traffic and construction equipment surcharge may be considered as a uniform surcharge equivalent to two (2) feet of soil acting over the full depth of the active pressure. Below grade walls should be drained to prevent the buildup of hydrostatic pressure behind the wall, as discussed in the Drainage section of this report. Restrained basement walls designed using the at -rest design pressure should be backfilled after completing the restraint provided by the internal floors. Slab -on -Grade Floors The bottom slab -on -grade floor may be supported by the dense soil or on structural fill that extends down to the dense soil. Fill should be compacted to the structural fill compaction specification of 92 percent of the material's maximum dry density. For dry storage and living space, slab -on -grade floors should be placed on a capillary break to prevent wicking of moisture through the slab. The capillary break should consist of a minimum 6-inch layer of gravel or crushed rock containing no more than 5 percent passing the No. 4 (1/4 inch) sieve and with a maximum size of-3/4 inches. Clean 5/8-inch crushed chip rock with no minus fraction is an acceptable capillary break material (pea -gravel is not recommended). An under -slab drain is recommended (although optional) due to the relatively impermeable glacial till site soils. To reduce moisture vapor transmission through the slab we recommend installing a minimum 10-mm thick vapor retarder, such as Moistop Ultra 10, by Fortified Building Systems Group, between the capillary break and concrete floor slab. Moistop Ultra 10 is a polyolefin film with a water vapor permeance of .02 perms. It is puncture and tear resistance, exceeds ASTM E-1745 GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 6 5005, 5007, 5009 — South 114t5 Street, Tukwila, WA 98178 Class A, B, and C requirements for under -slab vapor retarders for residential and commercial applications. Boots are available for sealing around pipes, conduit and other penetrations. We recommend it be installed with accordance with the manufacturer's recommendations. Two to four inches of sand may be placed over the membrane for protection during construction (optional). Drainage Water should not be allowed to stand in areas where footings, slabs, or pavements are to be constructed. Final site grades should provide drainage away from the building structure. Drainage and waterproofing should be installed on below -grade walls to prevent moisture intrusion and a buildup of hydrostatic pressure. To facilitate drainage behind below grade walls, we recommend installing a vertical drain mat (sheet drain) such as Miradrain 6000, or equivalent, with a footing drain at the base of the wall. Wall backfill against the vertical drain mat should be compacted to a minimum of 90 percent of the material's maximum dry density to mitigate clogging of the filter fabric face. The footing drain, consisting of a 4-inch minimum diameter, rigid perforated drain pipe, should extend around perimeter foundations and be installed behind basement and retaining walls. Footing drains should be bedded in washed drain rock and the rock wrapped with geotextile filter fabric, such as Mirafi 140N, or equivalent, as illustrated on the Typical Basement Wall & Footing Drain Detail, Plate 4. The drain rock should extend above the base of the vertical drain mat. Roof and other drain lines should not be connected to the footing drain system. We recommend installing a sump -and -pump if the footing drain system cannot gravity flow. Installation of clean -outs are recommended to allow periodic maintenance of the drain system. Grading and Earthwork Erosion Control Temporary erosion and sedimentation controls (TESCs), such as silt fences, should be installed down -gradient of the areas to be disturbed to prevent sediment -laden runoff from being discharged off site. Surface runoff should not be allowed to flow over the top of slopes into excavations. During wet weather, exposed soils should be covered with plastic sheeting or straw GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 7 5005, 5007, 5009 — South 114`h Street, Tukwila, WA 98178 mulch. Stockpiled soils should be covered with plastic tarps. For permanent erosion control disturbed soils should be landscaped and mulched upon completion of the site work. A construction entrance consisting of 2-4-inch crushed rock should be installed to prevent tracking onto the street, or the existing driveway may be used. The construction entrance area should be cleared and grubbed prior to rock placement and we recommend underlaying the rock with a woven geotextile such as Mirafi 500X, or equivalent, to provide separation between the rock and subgrade soil. Excavations and Slopes Temporary excavation slopes should not be greater than the limits specified in local, state and federal government safety regulations. We recommend that temporary cuts greater than 4 feet in height be sloped at inclinations up to 1H:1 V (Horizontal: Vertical) in loose to medium dense soils. Temporary excavations in the dense or very dense soils can be sloped near vertical under the observation of the geotechnical engineer. Permanent cut and fill slopes should be inclined no steeper than 2.5H:1V. Steeper permanent fill slopes can be achieved with the use of geogrid for lateral reinforcement. Slopes that are to be maintained or mowed should be sloped at 3H:1 V, or less. Fill slopes should consist of granular material compacted to a minimum of 90 percent of the material's maximum dry density. If supporting structural elements, the fill should be compacted to the structural fill specification of 92 percent. Based on the subsurface findings, groundwater seepage is not anticipated. If water seepage or other adverse conditions are encountered, excavation should be halted, and the geotechnical engineer should be contacted to review the site conditions. Structural Fill Structural fill is defined as fill soil supporting building foundations, floor slabs, pavements, sidewalks or other fat work. Structural fill should be free of organic and other deleterious substances and have a maximum fragment size of 3 inches. The site soils contain silt. It can be difficult to achieve compaction with soils containing silt, especially during wet weather, subject to the material's moisture content. During wet weather we recommend a free -draining granular material containing no more than 5 percent fines content (silt and clay -size particles passing the No. 200 mesh sieve). Other materials, such as recycled crushed concrete or crushed rock may be used. GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 8 5005, 5007, 5009 — South 114th Street, Tukwila, WA 98178 Structural fill should be placed and compacted at or near the material's optimum moisture content and in lifts that are 10 inches thick or less. Below slab -on -grade floors, foundations, and other structural elements, structural fill should be compacted to a minimum of 92 percent of the material's maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). For driveways, structural fill should be compacted to 90 percent, with the exception of the top 12 inches which should be compacted to 95 percent. Fill behind retaining walls and next to building foundation walls should be compacted to a minimum of 90 percent (92 percent if supporting structural elements; if supporting pavements, the top 12 inches should be compacted to 95 percent). Utility trench backfill within the City right-of-way should be compacted to the specifications required by the City, sewer or water district. Observation and compaction testing will be required at the time of fill placement to document and verify that the compaction specifications are achieved. Pavements Provided the soil subgrade is dense and unyielding, we recommend an asphalt pavement section for light traffic loads consisting of 2 inches Class B asphalt concrete (1/2-inch HMA) over 4 inches of 5/8-minus crushed rock base. The pavement section for heavier traffic loads, such as for garbage trucks, should consist of 3 inches Class B asphalt concrete over 6 inches of 5/8-inch minus crushed rock base. The pavement section design should be provided by the project civil engineer. Pavement performance is strictly related to the condition of the underlying subgrade. If the subgrade is inadequate, settlement and movement of the subgrade, such as alligatoring, can be reflected up through to the pavement surface no matter what pavement section is constructed. If loose subgrade soils are present, we recommend improving the subgrade by placing the pavement section on a minimum of 2 feet of granular structural fill or crushed rock. The subgrade below the structural fill should be compacted prior to placement of the structural fill and be evaluated by the geotechnical engineer. An unstable condition my require the use of a woven geotextile to separate the underlying soil from the granular overlying structural fill. For on -site pavement, structural fill should be compacted to a minimum of 90 percent, except for the top 12 inches which should be compacted to 95 percent of the materials maximum dry density based on ASTM D-1557 (Modified Proctor). GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 9 5005, 5007, 5009 — South 114'1' Sireet, Tukwila:.WA 98178 Prior to paving, the subgrade should be proof -rolled with a heavy piece of equipment, such as a loaded dump truck, under the observation of the geotechnical engineer, to verify that the subgrade is dense, unyielding, and suitable to support the pavement section. Soft or unstable subgrade identified during the proof -roll should be evaluated by the geotechnical engineer and stabilized prior to paving. LIMITATIONS The findings and recommendations stated herein are based on field observations, our experience on similar projects and our professional judgment. The recommendations presented herein are our professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the project schedule and budget constraints. No warranty is expressed or implied. In the event that site conditions are found to differ from those described in this report, we should he notified so that the relevant recommendations in this report can be reevaluated and modified if appropriate. CLOSING We appreciate the opportunity to provide you with geotechnical engineering services for this project. Please do not hesitate to contact us if you have any questions regarding this report. Sincerely, GEO Group Northwest, Inc. Garrett Dean, G.I.T. Staff Engineering Geologist 4, 20114 • I NAL William Chang, P.E. Principal Engineer GEO Group Northwest, Inc. June 29th, 2020 G-5184 Geotechnical Site Investigation Page 10 5005, 5007, 5009 — South 114th Street, Tukwila, WA 98178 Attachments: Plate 1 — Site Location Map Plate 2 — Site Plan Plate 3 — Steep Slope Map Plate 4 — Typical Basement Wall & Footing Drain Detail Appendix A — USCS Soil Classification Legend & Hand Auger Logs GEO Group Northwest, Inc. International ti Airport Til i t 7,4 Source: King County iMap Group Northwest, Inc. Geotecl•.nical Gigineois, Geologists, & Environmental SOientists PROJECT SITE Renton Municipal Airport '3rd': SITE LOCATION MAP PROPOSED SINGLE-FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA SCALE AS SHOWN DATE 6/24/2020 MADE GD CHKD WC JOB NO. G-5184 PLATE 1 n473 y45. 1 X241.. X2545 £a 47.4 7 90 014T I q "X239.0 ' II X239.31 1 N 7-1 STANDARD W IMY EL226.96 IE.224.64 4' PVC N. 1E4224.66 4' PVC 05.... z i • 1 X240.5 257� x2ti 1,7 238.9 X CS #2 7-1 STANDARD UD xY E1.a2:6:D4 Fv.252.44 ir cow, C0t)1 8. 1E:252.44 12"C41C tDI) E � o 14741"01° T TTr NUBiNtS. 4 to ,o HA-3 240. 12 Hand Auger Number & HA-1 Approximate Location 1. 13 X2374 7236.2 Source: Courtesy of Ethan .Ray, Dated: March 19th, 2020 GEO 7=7.0 Group Northwest, Inc. Geotec r icai 5vineers, Geo'klgists, & EnvUcnmental Scientots 50.0 CB -1 S7AN0.... 161N EL-2.. IE•281.23 1r"Dl.p. 1E•291.23 12' 01 E 15 CB %6 7-1 fNl EL.287.75 E•25S.85 12' 01 E.254.55 12' 01 ET C.4 7-1 STANDANO UO 91Y EL-281L03 IE.265.88 1r a W. tE-285.68 1r q E tE•205.55 tr C2 S. E-266.33 4' PVC NE X27473 641 0 `.GUARD PAIL 20 19 a 1 25 26 ti HA-41 X2M.2 k137.61 *_ _ HA 5, X233J jPARCEL t# 0996'1 1uui'235 y7115 j ,�TL". -. 1 46 X223.l ! "^.,. 1„_ i ' '1 Xtui \ ,i- NI WIN wre X21461 1 1)'SX215.0 1 31... 32120 1f i 1I 0 40' 80' Approx. Scale: I inch ' = 40 feet SITE PLAN D ON 71 Ps 7.8 X245.3,i PROPOSED SLNGLE-PAWN RESIDENCES: 5005, 5007, 5009 S 114TH ST TUKWILA, WA SCALE AS SHOWN DATE 6/24/2C20 MADE GD CHKD WC '' JOB NO, G-5184 PLATE 0 50 ft 100 ft Approx. Scale: 1 inch = 50 ft Source: City o/'Tukwila, WA Slope Classifications 2 Landslide potential is moderate; slope is between 15% and 40% and underlain by relatively permeable soils. Landslide potential le high; slope le between 15% and 40% and 3 underlain by relatively Impermeable Bolls or by bedrock; also includes all areas eloping more than 40%. Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists STEEP SLOPE MAP PROPOSED SINGLE-FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA SCALE AS SHOWN DATE 6/24/2020 MADE GD CHKD WC JOB NO. G-5184 PLATE 3 Relatively impermeable cap material N., • LOOSE TO MEDIUM DENSE SOIL Slope Cut 1H:1V So e • 0 0 • 0 o 0 0 • • 0 4/‘•% ° 0 ° 0 \',‘ • • 0 0 WALL / o BACKFILL o C 0 S 0 o o CEMENTED GLACIAL TILL SOIL Slope Cut Near Vertical 1, 0 n "0. 0 % 0 0 0 GEOTEXTILE FILTER FABRIC (Mirafi 140 N, or equivalent) WASHED DRAIN ROCK FOOTING DRAIN 4-inch diameter rigid perforated PVC pipe NOTES: 0 0 0 BASEMENT WALL WATER -PROOF WALL FACE VERTICAL DRAIN MAT (Miradrain 6000 or equivalent) On Wall Face Or Backfill Wall With Free -Draining Soil FOOTING VAPOR RETARDER/BARRIER & CAPILLARY BREAK TIMOR!' NOT TO SCALE 111 1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 1111 SUBGRADE 2.) Perforated Footing Drain Rigid PVC pipe should be tight jointed and laid with perforations down, with positive gradient to discharge. 3.) Do not connect roof downspout drains into the footing drain system. GEO Group Northwest, Inc. Geatechnical Engineers, Gaologists, Environmental Scientists TYPICAL BASEMENT WALL & FOOTING DRAIN DETAIL SCALE NONE 1 DATE 6/2420 MA! GD CLIKD WC JOB NO. G-5184 PLATE LEGEND OF SO CLASSLFICAT!ON AND PENETRATION TEST • , • . - - UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) . . MAJOR DIVISION ' GROUP. SYMBOL' , ; TYPICAL DESCRIPTION , LABORATORY • CLASSIFICATION CRITERIA GRAVELS (More Than Half CLEAN GRAVELS (little Or no fines) ,. . i GW ' • V/ au_ GRADED GRAVELS, GRAVEL -SAND , : ' MIXTURE, LITTLE OR NO FINES Eu = (MO / 010) greater than 4 Cc = (D30 • D30 / DLO / 060) between 1 and 3 GP POORLY GRADED GRAVELS, AND GRAVEL -SAND ' - MIXTURES LITTLE OR NO FINES i. DETERMINE PERCENTAGES OF GRAVEL AND SAND NOT MEETING ABOVE REQUIREMENTS COARSE GRAINED SOILS Coarse Grains Larger Than No, 4 Sieve) DIRTY ' GRAVELS (with some lines) GM SILTY GRAVELS, GRAVEL -SAND -SILT XTURES FROM GRAIN SIZE DISTRIBUTION CURVE. CONTENT OF FINES AUERBERG LIMITS BELOW "A" LINE. or P.I. LESS THAN 4 GC CLAYEY GRAVELS, GRAVEL -SAND -CLAY MIXTURES COARSE GRAINED SOILS ARE CLASSIFIED AS FOLLOWS: EXCEEDS 12% ATTERBERG LIMITS ABOVE -A" LINE, or P.I. MORE THAN More Than Half by Weight larger Than No, 200 Sieve SANDS (More Than Half CLEAN 'SANDS (little or no fines) SW WELL GRADED SANDS, GRAVELLY SANDS, LIITLE OR NO FINES .5% Fine Grained: SW, GP, SW, SP Cu = (D60 Cc = (D30 ' 030 / 010) greater than 6 / D10/ 060) between land 3 SPNOT POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES - > 12% Fine Grained; GM, GC, SM, SC; MEETING ABOVE REQUIREMENTS Coarse Grains Smaller Than No. 4 Sieve) DIRTY SANDS (with Some fines) SM SILTY SANDS, SAND -SILT MIXTURES 5 to 12% Fine Grained: use dual symbols. CONTENT OF FINES ATTERBERG LIMITS BELOW A' LINENo. 'th P.I. LESS THAN 4 SC CLAYEY SANDS. SAND -CLAY MIXTURES EXCEEDS 12% ATTERBERG LIMITS ABOVE "A" LINE with P.I. MORE THAN 7 SILTS (Below A -Line on Plasticity Chart, Liquid Limit < 50% ; , INORGANIC SILTS, ROCK FLOUR, SANDY SILTSML OF SLIGHT PLASTICITY 60 50 PLASTICITY CHART FOR FINE-GRAINED Negligible Organic) Liquid Limit > 50% h.11-1 INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOIL 4,2 SOIL PASSING NO. 40 SIEVE C6 or OH PLASTICITY INDEX 4, a SOILS CLAYS (Above A -Line on Liquid Limit < 30% CL INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN CLAYS MIAWIIIII More Than Half by Weight Smaller Than No.4 Plasticity Chart, Negligible Organic) Liquid Limit > 50% CH 1NOR3ANIQ CLAYS OF HIGH PLASTICITY, FAT CLAYS ' , CL or OL PM. 200 Sieve ORGANIC SILTS&CLAYS Liquid Limit < 50% 01_ ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY All. MH or OH (Below 4-line on Plas-ticity Chart) Liquki Limit > 50°/0 OH ORGANIC CLAYS OF HIGH PLASTICITY OL or MI MM. 10 LIQUID LIMIT (%) HIGHLY ORGANIC SOILS ' - Pt PEAT AND OTHER HIGHLY ORGANIC SOILS SOIL PARTICLE SIZE GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT) U.S. STANDARD SIEVE Passing Retained SANDY SOILS SILTY & CLAYEY SOILS FRACTION SieveSieve Size (Min) Size (min) Blow Counts N ReIctive . Density % Friction Angle 0, degree Destription Wow Counts N Unconfined Strength qu, tsf Description SILT / CLAY #200 0.075 SAND FINE MEDIUM COURSE #40 #10 04 0.425 0 4.75 #200 #40 #10 0.075 0,425 2 0: 4 4 - 10 10 - 30 30- 50 > 50 0 -15 15 - 35 35 - 65 65 - 85 85-160 26 - 30 28 - 35 35 - 42 3.8 - 46 Very Loose Loose Medium Dense Dense Very Dense < 2 2 - 4 4 - 8 8-15 15 - 30 > 30 ‹ o.25 0.25 - 0.50 0.50 - 1.00 1.00 - 2.00 2.00 - 4.00 > 4.00 Very soft Soft Mediurn Stiff Stiff Very Stiff Hard GRAVEL FINE COURSE 19 76 #4 4.75 19 COBBLES 76 mm to 203 mm . Group Northwest, Inc. BOULDERS > 2C3 mm - Geotechnical Engineers, Geologists, & Environmental Scientists 13240 NE 20th Street, Suite 12 Believue, WA 98005 Phone (425) 649-8757 Fax (425) 649-8758 . APPEND A ROCK FRAGMENTS > 76 mth ROCK >0.76 cubic meter in volume . LOGGED BY GD HAND4&UGER BORING: HA- t_OG DATE:. 6/18/2020 GROUND ELEV. 237 feet +/- DEPTH ft. USCS , . . SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS - Probe 5" at 0' Silty SAND, dark brown, tned-dense, moist: some 'br nded 1 SM gravel and cobbles, organic fines I Si 22.7 — 1(topsoil) — _ _ - I 2 — SM Silty SAND, dark brown, med-dense to dense, moist; , some I S2 24 - Probe 5" at 2' subrounded gravel and cobbles, oxidation staining - (pre -Fraser undifferentiated) I S3 16 - Probe 3" at 3' _ -color change to brownish -gray at 2' 4 -‘ -Becomes increasingly silty with depth /A S4 18.2 • Probe 1" - Total depth - 3.7 feet at 44" 5 No groundwater encountered. 6 7 . , . LOGGED BY GD- HAND-AUGER BORING: HA-2 LOG DATE: 6/18/2020 GROUND ELEV. 249 feet +/- DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS 1 -L 2 _ - - - 4 5 6 7 — SM GM Silty SAND, dark brown, med-dense, damp; some subrounded - Si 10.6 • Probe 3" at 0' - Probe 0.5 " at 10" gravel and cobbles, some organics (topsoil) Sandy GRAVEL, gray, very dens.:, damp; with some silt (suspected till) Total depth = 0.8 feet No groundwater encountered. GEO Group Northwest, Inc, Geotechnical Engineers, Geologists, &. Erivironrrental Scientists HAND AUGER BORING LOGS PROPOSED SINGLE FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA JOB NO. G-5 84 DATE 6/24/20 APPEND. A . . . _ HAND -AUGER BORING: HA-3 LOGGED BY GD ' . ' LOG DATE: 6/18/2020 GROUND ELEV. 248 feet +/- DEPTH ft. USCS ' ' ' SOIL. DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS - = I SM Loose gravel on surface, then: I - , Silty -SAND, dark broWn,Itted;:dense;liartip; With some silt, 1 - Probe 5" at 0' - 2 — I 1 some subrounded gravel and cobbles, organic fines 1 (topsoil) I SAND, dark brown, med-dense, damp; some silt and I SI 10.9 - Probe 5" at 2' _ 3 — —4, SP- SM subrounded gravel (pre -Fraser undifferentiated) S2 8.6 - Probe 3" at 3' 4 — 5 6 _ 7 _ — Total depth = 3.3 feet No groundwater encountered. " .. • . - Probe 1" at 44" . . HAND -AUGER BORING: HA-4 LOGGED BY GD LOG DATE: 6/18/2020 GROUND ELEV. 245 feet +/- DEPTH ft. USCS . SOIL DESCRIPTION ' SAMPLE No, Water % OTHER TESTS/ COMMENTS Silty SAND, dark brown, med-dense, damp; some subrounded - Probe 18" at 0' 1 — - SM gravel and cobbles, organic fines /- (topsoil) 1 Silty SAND, brown, med-dense to dense, moist; some II SI 31.5 2 3 — SM subrounded gravel and cobbles (pre -Fraser undifferentiated) -wet at 18" r - Probe 1" at 2' - 4 _ 5 6 7 , - Total depth = 2 feet No groundwater encountered. --- HAND AUGER BORING LOGS PROPOSED SINGLE FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA GEO Group Northwest, Inc. ......- Geotechnical Eigineers, Geologists, & Environmental Scislists ' • " ME113==k JOB NO. G-5184 I DATE 6/24/20 APPEND. A LOGGED BY GlY HAS D-AUGER BORING: HA - LOG DATE: 6/18/2020 GROUND ELEV. 246 feet +/- DEPTH ft. USCS :TOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS 1 - — 2 — - 3 q 5 6 7 j _ l SM SM Silty SAND, dark brown, med-dense to dense, moist; some - / Si 11.7 - Probe 6" at 0' -Probe 1" at 16" subrounded gravel-andvobbles, organic fmes (topsoil) 1_A Silty SAND, brown, dense, moist; some subrounded gravel and cobbles (pre -Fraser undifferentiated) Total depth = 1.3 feet No groundwater encountered. LOGGED BY GD HAND -AUGER BORING: HA-X • LOG DATE: X/X/XX GROUND ELEV. XX feet +/- DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS 1 2 3 4 5 6 7 o, GEO 1101911119 Group Northwest, Inc. Geotechnical Engineers, Geulog'sts, & - katvironmental Scientists HAND AUGER BORING LOGS PROPOSED SINGLE_FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA JOB NO. G-5184 DATE 6/24/20 APPEND. A. SAZEI Design Group, LLC 6608 110thAve. N. E Tel: irkland, WA. 9 0 425 )13 r-4NaNED FOR CODE COMPLIANCE July 17, 2020 Allen Johannessen City of Tukwila Building Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0359 Project: SINGH RESIDENCE - 5005 S 114TH ST Project Address: 5005 S 114TH ST TUKWILA, WA 98178 Parcel # 334840-0980 Subject: Response to City of Tukwila Plan Review Comments Dear Mr. Johannessen, APP.COVtD FEB 25 2021 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 6 2020 PERMIT CENTER This is in response to your letter dated February 11, 2020 regarding the lst plan review comments for the above referenced project. Based on review of the comments, we have prepared our response to the following comments as listed in your letter: I. A building demo permit shall be requiredfor removal of the existing house withfoundation and any other structures on the lot. The lot shall be clean & graded before final inspection. The building demo permit shall have final inspections done before this permit can be issued. Response: A demolition permit has been applied for and was approved by the city. The demolition permit number is D20-0031. 2. Show location of the crawlspace access. Show crawlspace vents. Response: The location of the crawlspace access has been shown on the plateORRE See sheet A1.3 & S1.2. LTR# Foundation vents have been shown on the plans. See sheet S1.2 3. Elevations shall be identified as North, East, South and West. Response: The elevations have been relabeled as North East South and West. See sheets A1.6 & A1.7 TION 4. Show Specift and show outside combustion air for the water heater and furnace. Show provisions fbr duct shaft for furnace return and supply ducts servicing all three floors. Response: The outside combustion air source for the furnace and water heater has been shown on the plans. See sheet A1.3 Duct shafts for furnace return and supply ducts have been shown on the plans See sheets A1.4 & A1.5 5. Show garage door to be self -closing, and weather-stripped. Response: The garage to house door has been labeled as self -closing with weatherstripping See sheet A1.4 141 03 51 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com. Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC A1r,iltaiA2''Ae24eiriW Hamid G. Korasani, P. E. Principal SAZEI Design Group, LLC 6608 110'h Ave. N. E. Kirkland, WA. 98033 Tel: (425) 214-2280 July 17, 2020 Meredith Sampson City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0359 Project: SINGH RESIDENCE - 5005 S 114TH ST Project Address: 5005 S 114TH ST TUKWILA, WA 98178 Parcel # 334840-0980 Subject: Response to City of Tukwila Plan Review Comments Dear Mr. Johannessen, This is in response to your letter dated February 11, 2020 regarding the 1st plan review comments for the above referenced project. Based on review of the comments, we have prepared our response to the following comments as listed in your letter: 1. Per TMC 18.50.050, roof pitch must be a minimum of 5:12. Response: The 4:12 roof pitch has been changed to 5:12 See sheets A1.6, A1.7, and S1.8 2. Show all trees on the site, and tree protection standers per TMC 18.54.070 for trees to be retained. If any trees are to be removed, applicant must apply for a Tree Permit. Response: All existing trees have been shown on the plans. Trees to be removed have been indicated on the plans. A tree protection detail for the trees to be retained has also been added to the plans. See sheets A1.2, C1.1, C2.2, and C2.3 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC laamiWkoretaaas-W Hamid G. Korasani, P. E. Principal SAZEI Design Group, LLC 6608 110' Ave. N. E. Kirkland, WA. 98033 Tel: (425) 214-2280 July 17, 2020 Meredith Sampson City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0359 Project: SINGH RESIDENCE - 5005 S 1114TH ST Project Address: 5005 S 114TH ST TUKWILA, WA 98178 Parcel # 334840-0980 Subject: Response to City of Tukwila Plan Review Comments Dear Mr. Johannessen, This is in response to your letter dated Februaryll, 2020 regarding the 1st plan review comments for the above referenced project. Based on review of the comments, we have prepared our response to the following comments as listed in your letter: 1. Per TMC 18.50.050, roof pitch must be a minimum of 5:12. Response: The 4:12 roof pitch has been changed to 5:12 See sheets A1.6, A1.7, and S1.8 2. Show all trees on the site, and tree protection standers per TMC 18.54.070 for trees to be retained. If any trees are to be removed, applicant must apply for a Tree Permit. Response: All existing trees have been shown on the plans. Trees to be removed have been indicated on the plans. A tree protection detail for the trees to be retained has also been added to the plans. See sheets A1.2, C1.1, C2.2, and C2.3 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com. Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC AWFLIWA49/142WEWW Hamid G. Korasani, P. E. Principal SAZEI Design Group, LLC 6608 110th Ave. N. E. Kirkland, WA, 98033 Tel: (425) 214-2280 July 17, 2020 Dave McPherson City of Tukwila Public Works Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0023 Project: AJ Residence- Lot 4 Project Address: 15319 65' Ave S. Parcel # 3597000323 Subject: Response to City of Tukwila Plan Review Comments Dear McPherson, This is in response to your letter dated February21, 2019 regarding the 1st plan review comments for the above referenced project. Based on review of the comments, we have prepared and formulated our response to the following comments as listed in your letter: I. Sewer: Tukwila Water: Tukwila Water District; Please make a note on your cover sheet. Response: The water and sewer utility providers have been noted on the plans. See sheet C1.1 2. Obtain a separate Demolition permit rom Tukwila Building Department and sewer capping permit from Valley View Sewer District and water service capping from WD #125. Response: A demolition permit has been applied for and was approved by the city. The demolition permit number is D20-0031. The owner will obtain a sewer capping permit prior to demolition of the existing structure. 3. Geotech report is over two years old and needs to be updated. It doesn't mention the existing house that needs to be removed. Please cross reference your Geotech report on plan (name/address/phone o Geotech firm and date of the report) Response: An updated Geotech report is included with the resubmittal. A note has been added to the plans to reference the report. See sheets A1.2, C1.1 & C2.2 4. List earthwork quantities on plan: amount of cu yds of cut and cu yds offill. Response: Earthwork quantities have been shown on the plans. See sheet C1.1 5. Submit plans your geotech engineer or review and provide a geotech letter that the site utilities site plan/drainage design meets the geotech report conditions. Response: The Geotech review letter is included with the resubmittal 6. Due to presence of steep slopes on site the applicant shall execute with notary the attached Sensitive Areas Hold Harmless Agreement. Response: The owner will provide the Sensitive Areas Hold Harmless Agreement 7. Applicant shall submit plans to Valley View Sewer District and obtain sanitary sewer permit. Submit copy of Valley View Permit to Public Works. Response: The owner has obtained the sewer availability certificate, and coordinated with Valley View Sewer District. A copy of the letters is attached. 8. Since Public Works permitfee is based on percentage of the site construction cost, please enter the amounts on the 1st page of the attache4d PW Bulletin A2.2 Response: The completed PW Bulletin A2.2 :is included with the resubmittal 9. Permit application indicates a (TIR) Technical Information Report, but none was submitted. Response: No TIR report was needed and therefore was not submitted. Civil Plan Sheet CI. Existing fire hydrant shown on the plans does not exist, please verify with Tukwila Fire Dept. required FH location. Response: The tire hydrant has been relocated to the correct location as shown on the survey performed by Tyee Surveyors, dated 6-2-2020. See attached survey and sheets A1.2, C1.1, & C2.2 2. Indicate location of Type 1 Catch Basins. Response: Catch basins have been shown on the plans. See sheets C1.1 & C2.2 3. Drawing S2.1 indicates the footing drain and the downspout drains installed at similar elevations. At the southwest corner of the house, the footing drain will need to pass by the downspout drain to the drywell. Indicate how these will pass without creating a significant low area in either draM system. Response: The detail on sheet S2.1 has been revised to show the roof drains at a higher elevation than the footing drains. See sheet S2.1 4. During a site visit, it was noted there is a large tree in or near the driveway area. Indicate how and if you intend to protect the tree and root system from damage during construction. Response: The existing tree in the driveway area will need to be removed ill order to construct the driveway. See sheets A1.2, C1.1 & C2.2 5. Permit indicates an existing 3/1" water meter with a 1" fire backflow preventer downstream. Please check with WD #125 what is the minimum requirement jbr a meter size on a combined fire/potable water line? Response: A note has been added to the plan indicating that the water meter shall be upgraded to 1-inch diameter minimum. The owner will obtain the permit for a new water meter at the time of construction. 6. Existing elevations shown on the east side of the property, between elevation 250' and 260' appear to be recorded as 10' off actual. Response: The site plan has been revised based on the survey performed by Tyee Surveyors, dated 6-2-2020. See attached survey and sheets A1.2, C1.1, & C2.1 Civil Plan Sheet C1. 2 1. Driveway Approach Detail - Is radius to be 28' for fire truck entrance? Check with Tukwila Fire Dept. if 28' radius is required. Response: Owner has confirmed with fire dept that 28' radius is not required. 2. Driveway Section — Existing Roadway /New Asphalt Driveway intersection elevation call -out appears to be considerably lower than indicated by topographic elevations shown on Drawing C1.1. This would change the slope shown in this detail. Response: The driveway and driveway section has been revised. See sheets C1.1 & C1.2 3. Is there a maximum slope of a driveway into a garage? If too steep, will it affect the efficiency of the trench drain in front of the garage door? Response: The driveway and driveway section has been revised. See sheets C1.1 & C1.2 4. Indicate slope from the New Asphalt Pavement /New Concrete Pavement intersection to the garage. Response: The driveway slopes are shown on the driveway section. See sheet C1.2 5. Under Recommended construction Sequence /Note 16, reference the 2016 KCSWDM, not the 2015 version. Response: The note has been changed to reference the 2016 edition of the code. See sheet C1.2 6. Provide CoT with Certification letter for BFP prior to system approval. Response: owner will provide the certification for BFP. Civil Plan Sheet Cl. 2 The Side Sewer Profile indicates the use of a 2" PE discharge pipe but the Single Family Lift Station indicates an 1'/ " PE discharge pipe. Please contact Valley View Sewer District at (206) 242-3236 to clarify. Response: The Single -Family Lift Station discharge pipe has been changed to 2" See sheet C1.3 2. As stated above, there is no fire hydrant in front of this property as shown on your drawings. Designer might consider bringing the driveway to the low side of the property. Response: The fire hydrant has been relocated to the correct location as shown on the survey performed by Tyee Surveyors, dated 6-2-2020. The driveway has been relocated to the low side of the property. See attached survey and sheets A1.2, C1.1, & C2.2 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC Hamid G. Korasani, P. E. Principal HAND -AUGER BORING: HA-5 LOGGED BY GD LOG DATE: 6/18/2020 GROUND ELEV. 246 feet +/- DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Silty SAND, dark brown, med-dense to dense, moist; some — - Probe 6" at 0 ' 1 2 SM subrounded gravel and cobbles, orgaiic fines (topsoil) Silty SAND, brown, dense, moist; some subrounded gravel Jill 1I Si 11.7 - Probe 1" at 16" — - 3 SM and cobbles (pre -Fraser undifferentiated) _ — 4 5 6 7 Total depth = 1.3 feet No groundwater encountered. HAND -AUGER BORING: HA-X LOGGED BY GD LOG DATE: X/X/XX GROUND ELEV. XX feet +/- DEPTH ft. USCS SOIL DESCRIPTION SAMPLIE No. Water % _ OTHER TESTS/ COMMENTS 1 2 3 4 5 6 7 HAND AUGER BORING LOGS PROPOSED SINGLE FAMILY RESIDENCES 5005, 5007, 5009 - S 114TH ST TUKWILA, WA GEO Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists JOB NO. G-5184 DATE 6 24 20 APPEND. A SAZEI Design Group, LLC 6608 110th Ave. N. E. Tel: (425) 214-2280 Kirkland, WA. 98033 July 17, 2020 Dave McPherson City of Tukwila Public Works Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0023 Project: AJ Residence- Lot 4 Project Address: 15319 65th Ave S. Parcel # 3597000323 Subject: Response to City of Tukwila Plan Review Comments Dear McPherson, This is in response to your letter dated February21, 2019 regarding the 1 St plan review comments for the above referenced project. Based on review of the comments, we have prepared and formulated our response to the following comments as listed in your letter: • Sewer: Tukwila Water: Tukwila Water District,. Please make a note on your cover sheet. Response: The water and sewer utility providers have been noted on the plans. See sheet C1.1 2. Obtain a separate Demolition permitfrom Tukwila Building Department and sewer capping permit from Valley View Sewer District and water service capping from WD #125. Response: A demolition permit has been applied for and was approved by the city. The demolition permit number is D20-0031. The owner will obtain a sewer capping permit prior to demolition of the existing structure. 3. Geotech report is over two years old and needs to be updated. It doesn't mention the existing house that needs to be removed. Please cross reference your Geotech report on plan (name/address/phone o Geotech firm and date of the report) Response: An updated Geotech report is included with the resubmittal. A note has been added to the plans to reference the report. See sheets A1.2, C1.1 & C2.2 4. List earthwork quantities on plan: amount of cu yds of cut and cu yds of fill. Response: Earthwork quantities have been shown on the plans. See sheet C1.1 5. Submit plans your geotech engineer or review and provide a geotech letter that the site utilities site plan/drainage design meets the geotech report conditions. Response: The Geotech review letter is included with the resubmittal 6. Due to presence of steep slopes on site the applicant shall execute with notary the attached Sensitive Areas Hold Harmless Agreement. Response: The owner will provide the Sensitive Areas Hold Harmless Agreement 7. Applicant shall submit plans to Valley View Sewer District and obtain sanitary sewer permit. Submit copy of Valley View Permit to Public Works. Response: The owner has obtained the sewer availability certificate, and coordinated with Valley View Sewer District. A copy of the letters is attached. 8. Since Public Works permit fee is based on percentage of the site construction cost, please enter the amounts on the 1st page of the attache4d PW Bulletin A2.2 Response: The completed PW Bulletin A2.2 is included with the resubmittal 9. Permit application indicates a (TIR) Technical Information Report, but none was submitted. Response: No TIR report was needed and therefore was not submitted. Civil Plan Sheet Cl. 1 Existing fire hydrant shown on the plans does not exist, please verify with Tukwila Fire Dept. required FH location. Response: The fire hydrant has been relocated to the correct location as shown on the survey performed by Tyee Surveyors, dated 6-2-202+0. See attached survey and sheets A1.2, C1.1, & C2.2 2. Indicate location of Type 1 Catch Basins. Response: Catch basins have been shown on the plans. See sheets C1.1 & C2.2 3. Drawing S2.1 indicates the footing drain and the downspout drains installed at similar elevations. At the southwest corner of the house, the footing drain will need to pass by the downspout drain to the drywell. Indicate how these will pass without creating a significant low area in either drain system. Response: The detail on sheet S2.1 has been revised to show the roof drains at a higher elevation than the footing drains. See sheet S2.1 4. During a site visit, it was noted there is a large tree in or near the driveway area. Indicate how and if you intend to protect the tree and root system from damage during construction. Response: The existing tree in the driveway area will need to be removed iin order to construct the driveway. See sheets A1.2, C1.1 & C2.2 5. Permit indicates an existing' " water meter with a 1 " fire backflow preventer downstream. Please check with WD #125 what is the minimum requirement for a meter size on a combined fire/potable water line? Response: A note has been added to the plan indicating that the water meter shall be upgraded to 1-inch diameter minimum. The owner will obtain the permit for a new water meter at the time of construction. 6. Existing elevations shown on the east side of the property, between elevation 250' and 260' appear to be recorded as 10' off actual. Response: The site plan has been revised based on the survey performed by Tyee Surveyors, dated 6-2-2020. See attached survey and sheets A1.2, C1.1, & C2.1 Civil Plan Sheet C 1. 2 Driveway Approach Detail - Is radius to be 28' for fire truck entrance? Check with Tukwila Fire Dept. if 28' radius is required. Response: Owner has confirmed with fire dept that 28' radius is not required. 2. Driveway Section — Existing Roadway / New Asphalt Driveway intersection elevation call -out appears to be considerably lower than indicated by topographic elevations shown on Drawing C1.1. This would change the slope shown in this detail. Response: The driveway and driveway section has been revised. See sheets C1.1 & C1.2 3. Is there a maximum slope of a driveway into a garage? If too steep, will it affect the efficiency of the trench drain in front of the garage door? Response: The driveway and driveway section has been revised. See sheets C1.1 & C1.2 4. Indicate slope from the New Asphalt Pavement /New Concrete Pavement intersection to the garage. Response: The driveway slopes are shown on the driveway section. See sheet C1.2 5. Under Recommended construction Sequence /Note 16, reference the 2016 KCSWDM, not the 2015 version. Response: The note has been changed to reference the 2016 edition of the code. See sheet C1.2 6. Provide CoT with Certification letter for BFP prior to system approval. Response: owner will provide the certification for BFP. Civil Plan Sheet CI. 2 The Side Sewer Profile indicates the use of a 2" PE discharge pipe but the Single Family Lift Station indicates an 134" PE discharge pipe. Please contact Valley View Sewer District at (206) 242-3236 to clarify. Response: The Single -Family Lift Station discharge pipe has been changed to 2" See sheet C1.3 2. As stated above, there is no fire hydrant in front of this property as shown on your drawings. Designer might consider bringing the driveway to the low side of the property. Response: The fire hydrant has been relocated to the correct location as shown on the survey performed by Tyee Surveyors, dated 6-2-2020. The driveway has been relocated to the low side of the property. See attached survey and sheets A1.2, C1.1, & C2.2 lf you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com. Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC .417~:d14944mitari-W Hamid G. Korasani, P. E. Principal ~lNV18D6lN|� 0 2 $ -00 ?' 2-$ -00 - 00 P.I41,32e 13-0 00 53-11-00 41-00-00 53-11-00 23 23 oaonaoaxaoL �owmx > C X Z 0 M — Z > M 0 7J m M < X > 0 rri C 0 — < Z 7J 0 m > m > 0 cn Z 730000 Z 0 — Z Z D19-0Z5ci 0 :0 4 2-0 00 REVIEWED FO CODE COMPLIA CE oPROVED FEB 2 5 2021 000 0000 0 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 8 2019 PERMIT CENTER Drawing Type: Roof Trusses Loading TULL = 25.0 Ib TC/DL= 8.0 lb BC/DL= 7.0 Ib WIND = 110 mph 'B' Customer: I 0-Phone Quote - PPGW 100 Job Name: Arco Tukwila House Job Number: J1049080 Plan: Arco Tukwila House Sales Rep: Geoff Waits Estimate By: Edgar Huipe Finalized By: Date: 11/6/2019 theTRUS$co. a BUILDING SUPPLY INC. o Truss Truss Type Qty Ply SAZEI Des gn Group, LLC J1049080 , A01 GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore -1-6-0 11-6-01 3x6 = 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:22 2019 Page 1 I D:5HFmmB3H?4yeVY98iL3erEyLrJx-DzOvHwmGiyl?botM4WRKy8_8e0RLwBzX3g2YdhyLWIB 20-6-0 41-0-0 42 20-6-0 20-6-0 16 5x6 = 17 18 62 61 60 59 58 57 56 55 54 53 52 51 50 4948 47 46 45 44 4342 41 40 39 38 37 36 35 34 3x8 = 5x6 = 41-0-0 1-6-0 Scale = 1:68.3 3x6 = 41-0-0 Plate Offsets (X,Y)-- [4:0-2-10,0-1-8], [30:0-2-10,0-1-8], [43:0-0-0,0-1-12], [44:0-1-12,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.14 BC 0,07 WB 0.12 Matrix-SH DEFL. in (loc) I/defl Ltd Vert(LL) 0.00 33 n/r 120 Vert(CT) 0.00 33 n/r 90 Horz(CT) 0.01 32 n/a n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 41-0-0. (Ib) - Max Horz 2=88(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 47, 46, 45, 44, 32, 42, 41, 40, 39, 38, 37, 36, 35, 34 Max Gray All reactions 250 Ib or less at joint(s) 2, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 47, 46, 45, 44, 32, 42, 41, 40, 39, 38, 37, 36, 35, 34 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 Toads 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 8; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 47, 46, 45, 44, 32, 42, 41, 40, 39, 38, 37, 36, 35, 34. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard # Job Truss Truss Type City Ply SAZEI Design Group, LLC J,1049080 ' A02 Common 12 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore -1-6-Of 1-6-0 4x8 = 7-0-6 7-0-6 8-4-9 3x4 = 13-9-3 6-8-13 4.00 16-5-8 8.310 s Sep 20 2019 Welt In ustnes, Inc, Thu Nov 714:49:262019 Pa9e ID:5HFmmB3H74yeVY98iL3erEyLrJx-6keQ71pnmBoQ3PB7JLVG6 9g2ddr)suJ6_HOlmSyLVV17 20-6-0 27-2-13 33-11-10 -,41-o.o I I i 42-6-0 6-8-13 6-8-13 6-8-13 7-0-6 '1-6-0' 4x6 = 4x4 = 5x6 = 6 24-6-8 4x4 = 4x8 = 32-7-7 3x4 = 41-0-0 Scale = 1:68.3 4x8 = Plate Offsets (X,Y)-- 2:Eaqe,0-0-141, [10:0-0-0,0-0-14] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 0.0 BCLL • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 CSI. TC 0.82 BC 0.84 VVB 0.55 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.44 14-15 -0.70 14-15 0.18 10 l/defl >999 >702 n/a Ltd 360 240 n/a PLATES MT20 Weight: 172 Ib GRIP 185/148 FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* B2: 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W3,W1: 2x4 HF Stud BRACING - TOP CHORD BOT CHORD WEDGE Left: 2x4 HF Stud , Right: 2x4 HF Stud REACTIONS. (lb/size) 2=1739/0-5-8 (min. 0-2-14), 10=1739/0-5-8 (min. 0-2-14) Max Horz 2=88(LC 10) Max Uplift2=-189(LC 6), 10=-189(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4053/360, 3-4=-3846/342, 4-24=-3783/354, 5-24=-3704/356, 5-6=-3051/291, 6-7=-3051/291, 7-25=-3704/356, 8-25=-3783/354, 8-9=-3846/342, 9-10=-4053/360 BOT CHORD 2-17=-349/3764, 16-17=-243/3167, 15-16=-243/3167, 15-26=-108/2393, 26-27=-108/2393, 14-27=-108/2393, 13-14=-173/3167, 12-13=-173/3167, 10-12=-278/3764 WEBS 6-14=-101/1003, 7-14=-855/177, 7-12=-65/565, 9-12=-356/131, 6-15=-101/1003, 5-15=-855/177, 5-17=-64/565, 3-17'=-356/131 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially 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 1 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 23.0psf on the bottom chord in all awes where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=189, 10=189. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format, LOAD CASE(S) Standard Job f russ Truss Type Qty Ply SAZEI Design Group, LLC J1049080 , A03 Roof Special 5 2 Job Reference (optional) Truss Go, Sumner, WA, Mike Larimore 7-0-6 1-6-0 7-0-6 10-2-6 10-2-6 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:30 2019 Page 1 ID:5HFmmB3H74yeVY98iL3erEyLrJx-_VtwyfsHqQ1sY1UuYBaCGqJ3MEyzom5iuv_zvDyLW13 20-6-0 25-3-0 30-0-0 34-0-4 38-0-8 40-7-8 6-8-13 6-8-13 4-9-0 4-9-0 4-0-4 4-0-4 I I 2-7-0 4.00ff 20-6-0 10-3-10 6 25-3-0 4-9-0 30-0-0 4-9-0 *** Design Problems *** REVIEW REQUIRED CSI Failure; 11-25 Scale = 1:602 34-0-4 38-0-8 40-7-8 I I 4-0-4 4-0-4 2-7-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 1.95 BC 0.98 WB 0.31 Matrix-MSH DEFL. in (loc) I/den L/d Vert(LL) -0.34 15 >999 360 Vert(CT) -0.58 18-20 >841 240 Horz(CT) 0.19 12 n/a n/a PLATES GRIP Weight: 374 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* B3,B4,B5: 2x6 DF SS WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 SLIDER Right 2x4 HF Stud - 2-3-0 REACTIONS. (lb/size) 2=1726/0-5-8 (min, 0-1-8), 12=1624/Mechanical Max Horz 2.95(LC 10) Max Uplift2=-189(LC 6), 12=-145(LC 7) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4021/371, 3-4=-3644/294, 4-5=-3581/308, 5-6=-2581/232, 6-7=-2554/235, 7-28=-3832/380, 8-28=-3875/373, 8-9=-3966/351, 9-10=-4022/339, 10-11=-5309/457, 11-12=-755/78 BOT CHORD 2-20=-369/3734, 19-20=-255/3122, 18-19=-255/3122, 17-18=-144/2882, 16-17=-81/1265, 14-15=-389/4999, 11-14=-386/4955, 11-13=-43/571, 12-13=-25/294 WEBS 3-20=-422/152, 5-20=0/505, 6-18=-73/1233, 5-18=-1063/186, 7-18=-950/150, 15-17=-73/1632, 7-15=-137/1126, 10-14=-16/636, 10-15=-1360/158 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-14. NOTES- (12) 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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 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=4.8psf, BCDL=4.2psf; 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; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 23.0psf 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. Continued on page 2 Job Truss 1 russ I ype Qty Ply SAZEI Design Group, LLC J1049080 A03 Roof Special 5 2 Job Reference (optional) Truss Co, 5 r, WA ik ri 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:30 2019 Page 2 ID:SHFmmB3H?4yeVY9BiL3erEyLrJx-_VtwyfsHgQIsY1 UuYBaCGgJ3MEyzom5iuv_zv©yLWl3 NOTES- (12) 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 lb uplift at joint(s) except (jt=lb) 2=189, 12=145. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Oly Ply SAZEI Design Group, LLC J1049080 . A04 Common 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore ,-1-6-0, 7-0-6 ' 1-6-07-0-6 4x8 = 8-3-10 1.50 \", 4 17 3x4 = 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:33 2019 Page 1 ID:51-1FmmB3H74yeVY98iL3erEyLrJx-P4Z3bhuA7LhRPUDTDK7vuSxsgS127328btCdWYyLVV10 13-9-3 20-6-0 27-1-5 33-8-11 40-7-8 I I I I 6-8-13 6-8-13 6-7-5 6-7-5 6-10-13 4.00 FIT 3x4 16-3-12 5 4x6 = 4x4 = 5x6 = 26 27 14 24-3-13 4x4 = 4x6 = 3x4 7 25 32-3-15 3x6 1.5x4 9 12 3x4 = 40-7-8 Scale =1:86.8 3x6 ===. 10 4x8 = 8-3-10 8-0-1 8-0-1 8-0-1 8-3-9 Plate Offsets (X,Y)— [2:Edge,0-0-14], [11;0-0-0,0-2-5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* B2: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W2,W4,W5: 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 0,79 BC 0.83 WB 0.55 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) -0,42 14-15 >999 360 Vert(CT) -0,66 14-15 >734 240 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 171 Ib FT = 20% WEDGE Left: 2x4 HF Stud SLIDER Right 2x4 HF Stud -I 2-6-0 REACTIONS. (lb/size) 2=1726/0-5-8 (min. 0-2-13), 11=1623/Mechanical Max Horz 2=95(LC 10) Max Uplift2=-189(LC 6), 11=-146(LC 7) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4015/358, 3-4=-3816/343, 4-5=-3753/357, 5-6=-3029/293. 6-7=-2966/284, 7-25=-3518/348, 8-25=-3599/346, 8-9=-3657/334, 9-10=-3808/351, 10-11=-1544f76 BOT CHORD 2-17=-357/3728, 16-17=-252/3130, 15-16=-252/3130, 15-26=-117/2354, 26-27=-117/2354, 14-27=-117/2354, 13-14=-189/3080, 12-13=-189/3080, 1'1-12=-287/3553 WEBS 3-17=-355/131, 5-17=-67/573, 5-115=-827/177, 6-15=-1054'994, 6-14=-96/957, 7-14=-828/175, 7-12=-58/456, 9-12=-282/122 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially 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 1.00 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 23.0psf 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 = 7.0psf. 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) except (jt=lb) 2=189, 11=146, 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1049080 ' A05 Common 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore 1-1-6-01 7-0-6 1-6-0 7-0-6 4x8 = 8-4-9 8-4-9 Plate Offsets (X,Y)-- [2:Edqe, 13-9-3 6-8-13 3x4 0-0-141, [10:Edge,0-0-14] 1 4.00171/ 16-5-8 8-1-0 ,8310 s Sep 202019 MiTelsIndustries,Inc. Thu Nov 7 14:49:36age ID:5HFmmB3H?4yeVY98iL3erEyLrJx-pfEBDix2PG3OGyy2uShcW5ZNPf1XCQkbHrRH6tyLMiz 20-6-0 27-2-13 33-11-10 41-0-0 6-8-13 6-8-13 6-8-13 7-0-6 5*9 5 14 24 25 4x6 = ex4 = 1 24-6-8 8-1-0 13 12 4x4 = 4x6 = 3k4 7 23 32-7-7 8-1-0 3x6 3x4 = 1 1.54// 9 41-0-0 8-4-9 Scale = 1:67.4 4x8 = 0 lc% LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.82 BC 0.84 WB 0.55 Matrix-MSH DEFL. in (loc) 1/deft Vert(LL) -0.44 13-14 >999 Vert(CT) -0.70 13-14 >702 Horz(CT) 0.18 10 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 170 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* B2: 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* VV3,VV1; 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud , Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=1741/0-5-8 (min. 0-2-14), 10=1638/0-5-8 (min. 0-2-11) Max Horz2=94(LC 14) Max Uplift2=-190(LC 6), 10=-148(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4059/360, 3-4=-3852/342, 4-5=-3789/356, 5-6=-3056/291, 6-7=-3058/294, 7-23=-3732/368, 8-23=-3810/366, 8-9=-3874/354, 9-10=-4082/372 BOT CHORD 2-16=-357/3769, 15-16=-251/3172, 14-15=-251/3172, 14-24=-116/2398, 24-25=-116/2398, 13-25=-116/2398, 12-13=-195/3177, 11-12=-195/3177, 10-11=-309/3794 WEBS 6-13=-102/1007, 7-13=-860/179, 7-11=-69/586, 9-11=-365/133, 6-14=-101/981, 5-14=-832/177, 5-16=-64/565, 3-16=-356/131 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; 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; Partially 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 1.00 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 23,0psf 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 = 7.0psf 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=190, 10=148. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss jTruss Type Qly Ply SAZEI Design Group, LLC J1049080 • 801 GABLE 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud -1-6-0 1-6-0 10.00 'ff 4-9-0 4-9-0 I . . 4x4 = 11 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:39 2019 Page 1 ID:5HEmmB3H?4yeVY98iL3erEyLrJx-DEwKrkzwiBRa7PgdaaEJ8jB2AsG1Pve1zpfxj•CyLWHw 9-6-0 t, 11-0-0 4-9-0 1-6-0 '1174r4 rd VE746747474174 ri 174 47471M17417.6711741741,1A Vi r4 '11"411r41 N 3x4 14 13 12 11 10 9-6-0 3x4 9-6-0 Scale = 1:30.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 0.15 BC 0.02 WB 0.03 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) 0.01 9 n/r 120 Vert(CT) 0.00 9 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 20% REACTIONS. All bearings 9-6-0. (Ib) - Max Harz 2=-92(LC 8) 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) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) - 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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/1P1 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf 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. 11) 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. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1049080 , 002 Common 1 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore 8.310 s Sep 20 2019 MiTek Inclustnes, Inc. Thu Nov 7 14:49:41 2019 Page 1 ID:5HFmmB3H74yeVY98iL3erEyLrJx-Ad24GQ?BEohINjqOh?GnD8HMJgw6tokKQ782n4yLWHu -1-6-0 4-9-0 9-6-0 11-0-0 I I I I 1-6-0 4-9-0 4-9-0 1-6-0 4-9-0 4-9-0 4x4 = 8-10-8 90:67:081 4-1-8 Scale = 1:30.0 Plate Offsets (X,Y)-- [2:Edge,0-0-12], [4:Edge,0-0-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0,18 WB 0.06 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0.02 7-10 >999 360 Vert(CT) -0.03 7-10 >999 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=465/0-5-8 (min. 0-1-8), 4=338/0-5-8 (min. 0-1-8), 6=155/0-5-8 (min. 0-1-8) Max Horz2=92(LC 9) Max Uplift2=-43(LC 10), 4=-17(LC 7), 6=-81(LC 11) Max Grav2=465(LC 1), 4=338(LC 1), 6=184(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-365/20, 4-15=-372/34 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially 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 1.00 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 23.0psf 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 arid any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1049080 ' B03 Common 2 1 _ _ — -- .... .... . . . Job Reference (opional) 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:4944 2019 Page 1 ID:5H Fmm83H7MyeVY98iL3erEyLrJx-aCjDuR13Xj3tE BZbM7qUmvsgtvK49Um75Ni0PyLVVHr -1-6-0 4-9-0 9-6-0 I I 1-6-0 4-9-0 4-9-0 4x4 = Plate Offsets (X,Y)-- [2:Ed e,0-0-12], [4:0-0-0,0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2015/TPI2014 4x4 = 4-9-0 .4-9-0 8-10-8 4-1-8 CSI. DEFL. in (loc) lidefl Ud TC 0.29 Vert(LL) 0.02 6-12 >999 360 BC 0.27 Vert(CT) -0.03 6-12 >999 240 WB 0.06 Horz(CT) 0.00 2 n/a n/a Matrb:-MP BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=151/0-5-8 (min. 0-1-8), 2=465/0-5-8 (min. 0-,8), 5=243/0-5-8 (min. 0-1-8) Max Horz2=85(LC 7) Max Uplift4=-18(LC 7), 2=-43(LC 10), 5=-117(LC 11) Max Grav4=172(LC 20), 2=465(LC 1), 5=273(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-365/20, 4-14=-370/34 4x4 = I 9:7.6-° 081 Scale = 1:30.0 PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially 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 1.00 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 23,0psf on the bottom :hord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 5=117. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1049680 CO1 GABLE 1 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 14:49:46 2019 Page 1 ID:5HFmrnE33H?4yeVY98iL3erEyLrJx-WarzJ72J3KJbTUjziNsywC_EPhfhY373aPspTlyLWHp -1-6-0 6-0-0 12-0-0 13-6-0 I I I I 1-6-0 6-0-0 6-0-0 1-6-0 10.00112 '01101•211E11002111WAMMIrea21P: 3x4 = 4x4 = 9 20 10 18 17 16 15 14 13 12 12-0-0 3x4 12-0-0 Scale 1:32.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0,02 WB 0,05 Matrix-P DEFL. in (loc) I/defl Ud Vert(a) 0.01 11 n/r 120 Vert(CT) 0.00 11 n/r 90 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 62 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0, (Ib)- Max Horz2=111(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (lb) - 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially Exp.; C1=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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 23.0psf 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1049080 CO2 Common Girder 1 3 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore 5x6 = THD26-2 3-2-7 3-2-7 10,00 rir 1.5x4 THD26-2 4-1-10 8.310 s Sep 202019 MiTekus nes, Inc. Thu Nov 7 14:49:59Page ID:5HFmmB3H24yeVY9813erEyLdx-e47u2aDT?Ky1XUCTknb?yx0Tmw0V5qezZwWQ1yLVVEic 6-0-0 8-9-9 I 12-0-0 I I 2-9-9 2-9-9 3-2-7 7 18 3x10 II TH026-2 4x6 II THD26-2 7-10-6 1.5x4 6 20 3x10 II THD26-2 12-0-0 4-1-10 3-8-12 4-1-10 Scale = 1;34,0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stresb Incr NO Code IRC2015/TPI2014 CSI. TC 0.17 BC 0.36 WB 0.48 Matrix -MP DEFL. in (loc) lidefl Lid Vert(LL) -0.04 6-7 >999 360 Vert(CT) -0.06 6-7 >999 240 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 186 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=5539/0-5-8 (min. 0-3-1), 5=5083/0-5-8 (min. 0-2-13) Max Horz1=-89(LC 23) Max Uplift1=-508(LC 10), 5=-466(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5760/542, 2-14=-5725/579, 3-14=-5659/586, 3-15=-5640/585, 4-15=-5704/578, 4-5=-5741/540 BOT CHORD 1-16=-429/4418, 16-17=-42914418, 7-17=-429/4418, 7-18=-254/3045, 18-19=-254/3045, 6-19=-254/3045, 6-20=-389/4401, 20-21=-389/4401, 5-21=-389/4401 WEBS 3-6=-405/3744, 3-7=-408/3789 NOTES- (13) 1) 3-ply truss to be connected together with 10d (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 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=4.8psf; BCDL=4.2pst 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; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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=lb) 1=508, 5=466. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/IP! 1. 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-8-8 from the left end to 8-8-8 to connect truss(es) A03 (2 ply 2x4 HF) to back face of bottom chord. 11) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 10-9-4 from the left end to connect truss(es) A04 (1 ply 2x4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 Job Truss rT uss Type Qty Ply SAZEI Design Group, LLC J1049080 CO2 Common Girder 1 3 Job Reference (optional) russ (:o, Sumner, WA, MIi a nmore 8.310 s Sep 20 2019 MTek Industries, Inc. Thu Nov 714:49:59 2019 Page 2 I D:5HFmmB3H?4yeVY98iL3erEyLrJx-e47u2aDT?KyIXUCTknb?yx0Tmw0V5gezZwV?Q1 yLWHc LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 8-11=-14 Concentrated Loads (lb) Vert: 16=-1612(B)17=-1610(B) 18=-1610(B) 19=-1610(B) 20=-1610(B) 21=-1609(B) Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1,049080 . MO1 GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore -1-6-0 1-6-0 2 4.00 8.310 s Sep 20 2019 MiTek Industnes, Inc. Thu Nov 7 14:50,01 2019 Page 1 ID:5HFmmB3F174yeVY98iL3erEylrJx-aTFeTFEI(XxCTmoMssCciT1M6odkm_ZrAG1E_BVwyLMa 7-10-8 71,1-0 7-10-8 0-0-8 T 4 7 5 -my -fl -^v 6666666646466666666666• 3x4 = 12 LOADING (psf) TCLL 25,0 (Roof Snow=25,0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 TC 0.15 BC 0.04 WO 0.03 Matrix-P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 7-11-0. (Ib) - Max Horz2=88(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 9, 10, 11, 12 Max Grav All reactions 250 Ib or less at joint(s) 2, 8, 9, 10, 11, 12 11 10 9 Scale = 1:17.8 DEFL. in (loc) I/defl LJd Vert(LL) 0.00 1 n/r 120 Vert(CT) -0,00 1 n/r 90 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 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 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 mend (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; Partially Exp.; C1=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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 9, 10, 11, 12. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SAZEI Design Group, LLC J1,0491380 i 4 M02 Monopitch 12 Job Reference (optional) Truss Co, Sumner, WA, Mike Larimore -1-6-0 1-6-0 3x4 = 8.310 s Sep 20 2019 MiTek Industries, Inc. Thu Nov 7 1450:04 2019 Page 1 ID:5HFmmB3H74yeVY98iL3erEyLrJx-?2xn51-1Gcpsb1dF5RXKBAf?kAJxhRIBHijCDm5FyLVVHX 7-10-8 7- 1-0 7-10-8 048 7-10-8 1.5x4 II 3 1.5x4 II 7-10-8 Scale = 1:18.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 " BCDL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.76 BC 0.50 WB 0.07 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.17 4-7 >553 360 Vert(CT) -0.31 4-7 >298 240 Horz(CT) 0.03 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18.130 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb(size) 2=418/0-5-8 (min. 0-1-8), 4=300/Mechanical Max Horz 2=90(LC 6) Max Uplift2=-69(1.0 6), 4=-49(LC 10) Max Grav2=433(LC 17), 4=347(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-4=-272/67 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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; Partially 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 1.00 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 23.0psf 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, 4. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard City of Tukwila Department of Community Development 11/30/2021 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Permit No. D19-0359 SINGH RESIDENCE 5005 S 114TH ST Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 1/18/2022. Based on the above, you are hereby advised to: 1) If your project is ready for an inspection login to the City of Tukwila's Online Portal https://tukw- egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 1/18/2022, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Shana Markstrom Permit Technician File No: D19-0359 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 SAIGHARLLC 3O45Be|UevV8Way NE Bellevue, WA98O04-l944 Ennai|:uinmNh(a)oeiOhor.com Chana jit Singh Owner Tukwila Edge LUC 10225SE224!»St Kent, WA98O31 Respected Sir, � �EC���I� CITY OF TIUKIN111-4 PEE'�..\[�;ENTER S4|GHAR Homes LLC is in Contract with Tukwila edge LLC as a General [VDtn@cto[ for address of493l S 114111 St, Tukwila 9817Ei Permit Number O20-0008 &491O S 1I111 St, Tukwila \NA9Q178,Permit Number D18'Ol7Oand IO9l15OIthAve S,VVA98l7OPermit NUnOberOI8-OI73 and also for address 5005 S11/yh Sl[Tukwila WA, Permit Number O19- O359. [haranjit Singh (Kam Singh) is owner of Tukwila edge LLC and also Partner of Saighar LLC. SA|GMARLL[ SA|GHARHOME LLC UB|#6O4'451-qO4 LiCeDSe#SA|GHL*013KU Sincerely, Sindiri Bharat If any questions, please feel free to call me D11-035�9 SAZEI Design Group, LLC 6608 110th Ave. N. E. Kirkland, WA. 98033 (425) 214-2280 January 31, 2021 Meredith Sampson City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 CoRREGTI© I LIT _ r _.a �rr:cvr Project: COMBOSFR Permit Application Number: D19-0359 Project: SINGH RESIDENCE - 5005 S 114TH ST Project Address: 5005 S 114TH ST TUKWILA, WA 98178 Parcel # 334840-0980 Subject: Response to City of Tukwila Plan Review Comments Dear Meredith Sampson, RECEIVED CITY OF TUXW1L14 FEB 0 3 2021 =1i This is in response to your letter dated January14, 2021 regarding the 3rd plan review comments for the above referenced project. Based on review of the comments, we have prepared our response to the following comments as listed in your letter: A separate tree permit is required. This can be applied for through Tukwila's online permitting system. Per the plans submitted with Correction #2, 6 trees are proposed for removal. Per TMC 18.54.080, the number of replacement trees required is determined by the size of the trees removed. Table B in TMC 18.54 shows the ratios for replacement. Based on the size of the trees proposed for removal on your submitted plans, 15 replacement trees are required. Response: The tree plan has been revised to reflect the required replacement trees. See sheet Tree The owner has applied for a tree removal permit. If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com. Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC Hamid G. Korasani, P. E. Principal c35y City of Tukwila Department of Community Development January 14, 2021 KAM SINGH 10225 SE 224 ST KENT, WA 98031 Correction Letter # 3 COMBOSFR Permit Application Number D19-0359 SINGH RESIDENCE - 5005 S 114TH ST Dear KAM SINGH, Allan Ekberg, Mayor A—. Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can bc 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 - C DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. I. A separate tree permit is required. This can be applied for through Tukwila's online permitting system. Per the plans submitted with Correction #2, 6 trees are proposed for removal. Per TMC 18.54.080, the number of replacement trees required is determined by the size of the trees removed. Table B in TMC 18.54 shows the ratios for replacement. Based on the size of the trees proposed for removal on your submitted plans, 15 replacement trees are required. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Shana Markstrom Permit Technician File No. D19-0359 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development February 11, 2020 KAM SINGH 10225 SE 224 ST KENT, WA 98031 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0359 SINGH RESIDENCE - 5005 S 114TH ST Dear KAM SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. A building demo permit shall be required for removal of the existing house with foundation and any other structures on the lot. The lot shall be clean & graded before final inspection. The building demo permit shall have final inspections done before this permit can be issued. 2. Show location of the crawlspace access. Show crawlspace vents. 3. Elevations shall be identified as North, East, South and West. 4, Specify and show outside combustion air for the water heater and fumace. Show provisions for duct shaft for furnace return and supply ducts servicing all three floors. 5. Show garage door to be self -closing, and weather-stripped. Note: Contingent on response to these corrections, further pan review may request for additional corrections. Please cloud or clearly mark all changes to the plans. PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. Per TMC 18.50.050, roof pitch must be a minimum of 5:12. 2. Show all trees on the site, and tree protection standers per TMC 18.54.070 for trees to be retained. If any trees are to be removed, applicant must apply for a Tree Permit. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1) Sewer: Tukwila Water: Tukwila Water District; Please make a note on your cover sheet. 2) Obtain a separate Demolition permit from Tukwila Building Department and sewer capping permit from Valley View Sewer District and water service capping from WD #125. 3) Geotech report is over two years old and needs to be updated. It doesn't mention the existing house that needs to be removed. Please cross reference your geotech report on plan (name/address/phone of Geotech firm and date of the report) 4) List earthwork quantities on plan: amount of cu yds of cut and cu yds of fill. 5) Submit plans your geotech engineer for review and provide a geotech letter that the site utilities site plan/drainage design meets the geotech report conditions. 6) Due to presence of steep slopes on site the applicant shall execute with notary the attached Sensitive Areas Hold Harmless Agreement. 7) Applicant shall submit plans to Valley View Sewer District and obtain sanitary sewer permit. Submit copy of Valley View Permit to Public Works. 8) Since Public Works permit fee is based on percentage of the site construction cost, please enter the amounts on the l st page of the attache4d PW Bulletin A2.2 9) Permit application indicates a (TIR) Technical Information Report, but none was submitted. Sheet C 1.1 1. Existing fire hydrant shown on the plans does not exist, please verify with Tukwila Fire Dept. required FH location. 2. Indicate location of Type 1 Catch Basins, 3. Drawing S2.1 indicates the footing drain and the downspout drains installed at similar elevations. At the southwest comer of the house, the footing drain will need to pass by the downspout drain to the drywell. Indicate how these will pass without creating a significant low area in either drain system. 4. During a site visit, it was noted there is a large tree in or near the driveway area. Indicate how and if you intend to protect the tree and root system from damage during construction. 5. Permit indicates an existing'/4" water meter with a 1" fire backflow preventer downstream. Please check with WD #125 what is the minimum requirement for a meter size on a combined fire/potable water line? 6. Existing elevations shown on the east side of the property, between elevation 250' and 260' appear to be recorded as 10' off actual. Sheet C1.2 1. Driveway Approach Detail - Is radius to be 28' for fire truck entrance? Check with Tukwila Fire Dept. if 28' radius is required. 2. Driveway Section — Existing Roadway / New Asphalt Driveway intersection elevation call -out appears to be considerably lower than indicated by topographic elevations shown on Drawing C 1.1. This would change the slope shown in this detail. 3. Is there a maximum slope of a driveway into a garage? If too steep, will it affect the efficiency of the trench drain in front of the garage door? 4. Indicate slope from the New Asphalt Pavement / New Concrete Pavement intersection to the garage. 5. Under Recommended construction Sequence /Note 16, reference the 2016 KCSWDM, not the 2015 version. 6. Provide CoT with Certification letter for BFP prior to system approval. Sheet C1.3 1. The Side Sewer Profile indicates the use of a 2" PE discharge pipe but the Single Family Lift Station indicates an 11/4" PE discharge pipe. Please contact Valley View Sewer District at (206) 242-3236 to clarify. As stated above, there is no fire hydrant in front of this property as shown on your drawings. Designer might consider bringing the driveway to the low side of the property. Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D19-0359 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0359 DATE: 02/03/2021 PROJECT NAME: Singh Residence SITE ADDRESS: 5005 S ll4thl St Original Plan Submittal Revision # before Petiiiit Issued X Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural ros Awc Planning Division Permit Coordinator glis72( PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/04/21 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required El E (corrections entered in Reviews) DUE DATE: 04/01/21 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues Notation: REVIEWER'S INITIALS: DATE: Permit Cenler Use Only CORRECTION LETTER MAILED. Departments issued corrections: Bldg 0 Fire Ei Ping PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0359 DATT'• 12/16/2020 PROJECT NAME: Singh Residence SITE ADDRESS: 5005 S 114tF St Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural El 1105 Cot2 kQ /A3Zdz, Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable LI (no approval/review required) DATE: 12/17/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/11/21 LI Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COW PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0359 DATE: 8/6/20 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 5005 S 114TH ST Original Plan Submittal X_ Response to Correction Letter # _1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: c 1, qinix C1,1, Building Division hoc. ql 2-923 r S 3 Public Works Fire Prevention Structural hkS CR Planning Division a2.() 0 Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 8/6/20 Structural Review Required DATE: P APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 10/1/20 P n Fire Fees Apply E Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire Ping 0 PW 0 Staff Initials:. 12/18/2013 'PERU CO RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0359 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 5005 S 114TH ST X Original Plan Submittal Response to Correction Letter # DATE: 11/08/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A CPR t Building Division Corilt ublic Works Fire Prevention Structural Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 11/12/19 Structural Review Required REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: DUE DA I E: 12/10/2019 Approved Approved with Conditions n Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) Notation: C REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire Ej Ping VP Staff Initials: 12/18/2013 K City of Tukwita RE VlSI Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:ffwww.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Oil r)2_ 2 2_ 0 Response to Incomplete Letter # El Response to Correction Letter # _3_ 0 Revision # before Permit is Issued 0 Revision # after Permit is Issued 0 Revision requested by a City Building Inspector Or Plans Examiner 0 Deferred Submittal # Plan Check/Permit Number: D19-0359 RECEIVED CITY OF TUKWILA FEE 0 3 2021 PERMIT CENTER Project Name: SINGH RESIDENCE Project Address: 5005 S 114' ST Contact Person: Kohl Si tijix Summary of Revision: j rirhyttit Phone Number: 2, 6, LI) 0- 9 t 00 (lean peq Lsed 'tee Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on b9-/o,/,). Ati) https://tulavilawa-my.sbarepoint.com/personal/shana_marlostom_tukwiniwa_gov/Docurnents/Document41CORRECTION LETTERS/Revision Submittal Formdoc Revised: August 2019 City of Tukwila Department of Community Develo 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98 188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.2ov REVISION SUBMITTAL Revision submittals must he submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11/09/2020 Plan Check/Permi( Number: D19-0359 E Response to Incomplete Letter # Response to Correction Letter # 2 I-1 Revision # before Permit is Issued E Revision # after Permit is Issued ri Revision requested by a City Building Inspector or Plans Examiner ri Deferred Submittal # Project Name: SINGH RESIDENCE Project Address: 5005 S 114TH ST Contact Person: Summary of Revision: ffN'2itt RECEIVED CITY OF TUKWILA DEC 1 6 2020 PERMIT CENTER Phone Number: Tree mitigation plan for tree permit Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on /.2//t/43--6) https //tukwilaoa-my.sharepoint com/personalishana_markstrom Jukwilawaitov/Documents/Doettinem, I EOR ILL CT ION LETTERS/Revision Submittal Fortmdoc Revised August 2019 ( Date: 07/23/2020 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 9818 8 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: D19-0359 LI Response to Incomplete Letter # Response to Correction Letter # LJ Revision # after Permit is Issued ID Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # ci4SMIRLA AUG 062020 Project Name: Tukwila Edge LLC PERMIT CENTER Project Address: 5005 S 114 St Contact Person: KAM SING Phone Number: 206-420-9100 Summary of Revision: Resubmittal with Corrections Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Pei mit Center by: ot [p. Entered in TRAKiT on F-C) C: Users' A IllserDown loads,Revision Submittal Form (2).doc Revised: August 2015 CITY OF TURT431.4. Department of Community Development 6300 Soudicenter Boulevard, Tukwila, WA 98188 Tel (206)431-3670 FAX (200 43i-3665 Permit Center/Building Division 206 431-3670 Public Works Department 2o6 4 33-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING (at(/ [pl print name] ,stales as follows: PERmrr NO: 11 0 rS 1. I have made application fora permit from the City of Tulcwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptionsto this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this -Affidavit. I have read or ain fa miller with. RCW 18.27. ogo, 3. I understand that priorto issuance of a pernitfor work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.ogo applies, 4. In order to provide verification to the City of Tukwila of my conipliauce with this requirement,. I hereby attest that after reading the exemptions fiom the registration reqiuretnet of RCW 18.27.ogo, I considerthe work authorized .under this permit to be exempt under number IL and will therefore not be performed by a registered contractor. 5 I understand that the licensing provision of RCW lg 28.161 through 19.28,271 shallnot apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. understand that I may be waiving certain rights that might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. By signing below, 1 certify the information 1 am providing on this affidavit is true and accurate. I understand that if make false statements or misrepresentaticms I may be assessed penalties. Furthermore, I understand that I may be waiving certain rights that 1 might otherwise have under state lawin any decision to engage an unregistered contractor to perform construction work. Signed date: IA day L.8: 7.OQO Exemptions. The registration provisions ofthis 1: An authorized representative of the United States govern merit, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision ofthis state; `. Officers acting withinthin the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction; maintenance, or development work incidental to their own business; 4. Any eonstruction, repair, or operation incidental to the discovering or producing of petroleu m or gas, or the drilling, testing, abandoning, or other operation of any petroleum; or gas well or anysurface or underground mine or -mineral deposit when;perfornred by an owner or lessee; 5.The sale of any finished products, materials, or articles merchandise that are not fabricated into and do not bec a part of a structure under thecomnron law of fixtures;. 6. Any construction, alteration, improvement, orrepair of personal property performed by the registered or legal owner, or by a mobile/manufactured home; retail dealer or manufacturer licensed under chapter 46.70, RCW who shall warranty service and repairs under chapter :46 70 RCW;. 7. Any construction, alteration, improvement, or repair carried on within the limits and :b:oundaries of any site or reservation under the legal jurisdiction of the federal govern rnent; 8. Any person who only furnished materials, supplies, or equipment with out fabricating them into, or consuming them in the performance of, the work of the contractor; O. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and 'materials and all, other items is less than five hundred dollars, such work or operations being considered as of.acasual,:minor, or inconsequeutial nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part ofa larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device whichmight indicate to the public that he or she is a contractor, or that he or she isqualified to engage in the business of contractor, t0. Any construction or operation incidental to the construction and repair of irrigation and drainageditebes of regularly constituted irrigation districts or reclamation districts; or to farming dairying, agriculture, viticulture, horticulture, orstock or poultry raising, or to dearingor other work upon land in rural districts for fire prevention. purposes; except when any of the above work is performed apter do not apply to; by a registered contractor, u. An owner* who contracts fora projeetwith a registered contractor, except that this exemption shall not deprivethe owner.of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in thissubsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than 12i * Any whether wcir • ;on working on his or her own property, pied by him or heron not, and any person on his or her personal residence, whether owned. n or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own: property for the purpose ofselling. demolishing or leasing the property; er" who performs maintenance, repair, and. work in or upon his or her: own properties, or es his or her own employees to do such work; 14, A licensed architect or civil or professional engineer acting solely in his or professional capacity; an electrician certified underthe laws of the state of Washington, or a plumber certified under the laws of the state of Washington. or licensedby a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this.subsection is applicable only when the person certified is operating within the scope of his ocher certification 15. Any person who engages in the activities herein regulated as an employee of a registered :contractor with wages as liis or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors an highway projects who have been prequalified as required by RCW 4728.070, with the department of transportation to perform highway construction, reconstruction,or maintenance work; 17. A mobile/manufactured home ldealer or manufacturer who subcontracts the installation, setup; or repair work to actively registered contractors. This exemption outyapplies to the installation, set-up, or repair of the mobile/:manufactured homes that were manufactured or sold.bytbe: mobile/manufactured borne dealer or manufacturer, 18. An entity who holds a valid electrical contractors license under chapter 19.28' RCW that employs a:certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meetingthe requirements of chapter 1g.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the.like-in-kind replacement of a household. appliance or other small household utilization 'equipment that requires limited electric power and limited waste and/orwaterconnections. An electrical trainee must be supervised bya certified electrician while performing plumbing work. Dep ss�a .1ndustFsesiewee_ ilas Pwresalaezrnva 10/5/21, 11:27 AM 0 wwingson Star d Labor & Industries jwips://ini,w„gol SAIGHAR LLC Contractors SAIGHAR LLC Owner or tradesperson SAI BHARAT, SINDIRI Principals SAI BHARAT, SINDIRI, PARTNER/MEMBER SINDIRI, KAVITA, PARTNER/MEMBER WA UBI No, 604 451 984 3045 BELLEVUE WAY NE BELLEVUE, WA 98004 425-785-5210 KING County Business type Limited Liability Company 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. SAIGHL*813KU Effective — expiration 06/03/2019— 06/03/2023 Bond . RLI Ins Co Bond account no. LSM1199380 $12,000,00 Received by L&I Effective date 05/31/2019 06/03/2019 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00032957 Received by L&I Effective date 05/18/2021 06/03/2020 Expiration date 06/03/2022 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. Certifications & Endorsements OMWBE Certfflcations No actve certifications exist for this business. https://secureini.wa.gov/verify/Detail.aspx?UB1=60445198484LIC=SAIGHL*813KU&SAW. 1/2 OENERAL C.,ONSTRUCTION NOTES GENERAL: WATER HEATERS: ALLWORKSHALL BE DONE IN ACCORDANCE WITH THE2015 IRCANDTHE 2015 ISO IN CONJUNCTION WITH THE CURRENT EDITION OFTHE ALL WATER HEATER STORAGE TANKS SHALL RAVE A MINIMUM EQUIPMENT EFFICIENCY RATING OF 82% EF PER TABLE 406.2, WSEC, WASHINGTON STATE BUILDING ... E. AND ALL OTHER LOCAL CODES IN EFFECT. THE C.-RACTOIRSHAIL VERIFY ALL IMENSI.NS AN. ELE-I.-TE..E-E-IN.N.-ED.PA.E..II.NC.NCR-EILOORS.-LLIIE 1LAG1..NANINC.M1RE-I.LEJN.1LATED CONDITIONS FOR COMPATIBILITY AND EIHALL NOTIFY THE BUILDING DESIGNER OF ANY DISCREPANCIES IN THE DRAWINGS PRIOR TO THE SURFACE OF R-I 0 OR GREATER. START OF ANY WORK, ALL MATERIALS AND WORKMANSHIP SHALL BE AS SPECIFIED BY THESE CONSTRUCTION DRAWINGS AND ALL WATER HEATERS SHALL BE STRAPPED TO FRAMING, AT TOP AND BOTTOM, TO RESIST EARTHQUAKE MOTION.PROVIDE PRESSURE RELIEF SPECIFICATIONS AND SHALL CONFORM TO THE REQUIREMENTS OF ALL APPLICABLE CODES IN EFFECT. VALVE TO OUTSIDE. 00 NOT TRAP. WHERE THERE IS A CONFLICT BETWEEN THE CONSTRUCTION DRAWINGS AND THE REFERENCED CODES, THE REFERENCED CODES AND STANDARDS $HALL APPLY. WORKING DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR ARE N T NOTED FOR ANY PART OF THE WORK BUT ARE OF SIMILAR CHARACTER TO OTHER DETAILING SHOWN, THE CONSTRUCTION METHODS USED SHALL BE THE SAME AS FOR OTHER SIMILAR WORK, SUBJECT TO THE REVIEW AND APPROVAL OF THE BUILDING DESIGNER. TYPICAL CONSTRUCTION AND INDUSTRY STANDARDS SHALL BE FOLLOWED THROUGHOUT. ALL CONSTRUCTION SHALL BE OF THE HIGHEST QUALITY WORKMANSHIP. ALL WALLS SHALL BE FRAMED PLUMB AND TRUE. ALL CONNECTIONS SHALL BE MADE SECURE ACCORDING TO ACCEPTED CONSTRUCTION PRACTICES OR AS SPECIFIED IN THESE PLANS AND DRAWINGS. NOTED DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND ITS COMPONENT UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED AND SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS, METHODS, TECHNIQUES, SEQUENCING OF AND OR OTHER PROCEDURES REQUIRED TO PERFORM THE WORK ALL CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE BUILDING DESIGNER OR THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. THE CONTRACTOR SHALL VERIFY ALL DOOR AND WINDOW ROUGH -OPENING DIMENSIONS WITH THE DOOR AND WINDOW MANUFACTURERS REPRESENTATIVES. APPLICABLE CODES: THIS DES GN 14AS BEEN PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS WITH APPLICABLE WAS=GTON STATE AMENDMENTS: INTERNATIONAL CODE COUNCIL INTERNATIONAL RESIDENTIAL CODE FOR ONE- AND TWO-FAMILY DWELLINGS 2015 EDITION (IRC). INTERNATIONAL BUILDING CODE 2015 EDITION (IBC). WASHINGTON STATE BUILDING CODE WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS 201 5 EDITION (INSECT. BUILDING DESIGN DATA: OCCUPANCY GROUP SINGLE FAMILY DWELLING wl ATTACHED GARAGE CLIMATE ZONE ZONE4C CONSTRUCTION TYPE V - B (NOT RATED) DWELLING UNIT SIZE MEDIUM (1.5 ENERGY CREDITS) STAIR CONSTRUCTION: GENERAL ALLSTAIRWAY SHALL BE BUILT IN ACCORDANCE WITH SECTION 311 OF THE IRC, AND PROVIDE THE INIMUM AND MAXIMUM DIMENSIONS AS FOLLOWS: M�N�M MWIDTH T-0' M N MUM RUN 0�iw M ]MUM RISE O�7 314' MINIMUM NOSING PROJECTION U-0 314' MAXIMUM NOSING PROJECTION 0�1 114" LANDINGS LANDINGS AT ALL STAIRS SHALL HAVE A MINIMUM DIMENSION IN THE DIRECTION OF TRAVEL THAT IS NOT LESS THAN 3W (THE REQUIRED WIDTH OF THE STAIR.) HANDRAILS THE HANDGRIP PORTION OF ALL HANDRAILS SHALL BE 1-1/4'- 2* IN CROSS -SECTIONAL DIMENSION- HANDRAILS SHALL HAVE A MINIMUM HEIGHT OF 34'WITH A MAXIMUM HEIGHT OF 38" ABOVE THE PLANE OF THE TREAD NOSING, AND SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE STAIRS. THE ENDS OF HANDRAILS SHALL TERMINATE TO THE WALL OR NEWEL POSTS (STARTING NEWEL OR VOLUTE SHALL BE LOCATED WITHIN THE FIRST TREAD.) HEADROOM MINIMUM HEADROOM SHALL BE 6'�8% AS MEASURED VERTICALLY, FROM A PLANE PARALLEL AND TANGENT TO THE STAIR NOSING, TO THE FINISHED SOFFIT OR OTHER CONSTRUCTION ABOVE, AT ALL POINTS, FIRE BLOCKING FIRE BLOCKING SHALL BE INSTALLED IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN AND IN BETWEEN STUDS ALONG AND IN LINE WITH THE RUN OF STAIRS AT UNFINISHED WALLS BENEATH THE STAR. FIRE PROTECTION ALL ENCLOSED USABLE SPACE UNDER THE STAIR SHALL HAVE 112"GYPSUM WALL BOARD INSTALLED ON THE ENCLOSED SIDE OF WALLS AND SOFFITS. DOORS AND WINDOWS: ALL EGRESS WINDOWS AS INDICA TED ON THE PLANS SHALL PROVIDE THE REQUIRED MINIMUM AND MAXIMUM DIMENSIONS AS FOLLOWS: M:N:MUM CLEAR WIDTH 2 - M N MUM CLEAR HEIGHT 24' MINIMUM NET CLEAR OPENING AREA 5.7 SOFT MINIMUM NET CLEAR OPENING AREA 5.0 SOFT AT GRADE LEVEL MAXIMUM SILL HEIGHT (BOTTOM OF CLEAR 44* OPENING ABOVE FINISHED FLOOR) ALLELAZING SHALL BE DOUBLE GLAZED. SKYLIGHTS SHALL BE DOUBLE GLAZED WITH LAMINATED GLASS IN ACCORDANCE WITH IRC, SECTION 613. GLAZING IN HAZARDOUS LOCATIONS AS DETERMINED BY THE IRC, SECTION 308 SHALL BE SAFETY GLASS. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURE FOR EACH WINDOW PER 2015 IRC SECTION R612.1. ALL OPENINGS IN EXTERIOR WALLS AND OPENINGS FROM THE HEATED SPACE TO UNHEATED SPACES SHALL BE WEATHER STRIPPED AND CAULKED - FIREPLACES AND CHIMNEYS: GENERAL ALL FIR PLACES SHALL HAVE AN OUTSIDE SOURCE OF COMBUSTION AIR DUCTED DIRECTLY TO THE FIREBOX. THE DUCT SHALL HAVE A MINIMUM NET AREA OF 6 SQ. IN. AND SHALL BE PROVIDED WITH AN OPERABLE OUTSIDE AIR DUCT DAMPER. FIREPLACE CHIMNEYS SHALL HAVE A TIGHTLY FITTING FLUE DAMPER INSTALLED WITH A READILY ACCESSIBLE MANUAL OR AUTOMATIC CONTROL. ALL OPENINGS SHALL BE PROVIDED WITH TIGHTLY FITTING GLASS OR METAL DOORS- PREFA13RICATED METAL FIREPLACES METAL FIREPLACES SHALL BE UIL LABELED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF APPROVAL OR THE MANUFACTURES INSTALLATION PROCEDURES AND SHALL COMPLY WITH WSSC STANDARD 31-2 PER WSBC R1004.1.1. FACTORY BUILT METAL CHIMNEYS SHALL BE UL LABELED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF APPROVAL OR THE MANUFACTURES INSTALLATION PROCEDURES AND SHALL COMPLY WITH SECTION R1005 OF THE IRC. FIRE BLOCKING FIRE BLOCKING SHALL BE INSTALLED AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEYCHASES FORFACTORY BUILT CHIMNEYS, AND IN OPENINGS AROUND FIREPLACES AND CHIMNEYS AT CEILING AND FLOOR LEVELS PER IRC SEC. R 1003.19 BATHROOMS GLAZ NG it WHERE THE BOTTOM EDGE OF ANY GLAZING IS LESS THAN 60"ABOVE A DRAIN INLET, SUCH GLAZING SHALL BE CONSTRUCTED OF SAFETY GLASS, WHEN A GLASS SHOWER ENCLOSURE IS INSTALLED, IT SHALL BE GLAZED WITH SAFETY GLASS. FIRE BLOCKING FIRE BLOCKING SHALL BE INSTALLED AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS SOFFITS' SHOWER AND TUB ENCLO§URES, AND AT DROPPED OR COVED CEILINGS PER IRO SECTION 602.8 SHOWERS AND TUBS WALL FINISH SHALL BE OF WATERPROOF MATERIALS TO A HEIGHT OF 70 IN. ABOVE THE DRAIN INLET ATALL SHOWERSTAU.S. WATER EFFICIENCY THE MAXIMUM WAT R USE ALLOWED IN GALLONS PER FLUSH (GPF) OR LITERS PER FLUSH (LEFT FOR WATER CLOSETS SHALL BE LIMITED TO A MAXIMUM RATE OF 1-6 GPFI6.0 LPF. THE MAXIMUM WATER USE ALLOWED IN GALLONS PER MINUTE (GPM) OR LITERS PER MINUTE (LEM) FOR ANY OF THE FOLLOWING FAUCETS AND REPLACEMENT AERATORS SHALL BE AS FOLLOWS: SHOWER HEAD 2.6 GPM/9,5 UPIA LAVATORY FAUCETS 2'5 GPM19 5 LEM KITCHEN FAUCETS 2 5 GPM �9 5 LEM REPLACEMENTAERATORS 2.5 GPM 9.5 LEM MECHANICAL VENTILATION: ALL MECHANICAL VENTILATION SHALLCOMPLYWITH SECTION M`1507 OF THE CURRENT EDITION OFTHE INTERNATIONAL RESIDENTIAL CODE. WHOLE HOUSE VENTILATION: (IRC SECTION M1507-3) WHOLE HOUSE VENTILATION SHALL BE PROVIDED BY INTERMITTENT VENTILATION INTEGRATED WITH THE FORCED -AIR SYSTEM (PER IRD SECTION Mi5O7.3.5) TO SUPPLY OUTSIDE AIR TO EACH HABITABLE SPACE AND SHALL BE CAPABLE OF OPERATING BOTH INTERMITTENTLY AND CONTINUOUSLY. MANUFACTURERS INSTALLATION, OPERATING INSTRUCTIONS AND A SYSTEM OPERATION DESCRIPTION FOR THE WHOLE HOUSE VENTILATION SYSTEM SHALL BE PROVIDED BY THE INSTALLER, AND MADE AVAILA13LE TO THE OCCUPANT OF THE RESIDENCE. THE VENTILATION SYSTEM SHALL BE EQUIPPED WITH READILY ACCESSIBLE CONTROLS THAT ALLOW FOR BOTH AUTOMATIC AND MANUAL OPERATION OF THE SYSTEM. THE CONTROLS SHALL BE CAPABLE OF OPERATING THE SYSTEM FANS WITHOUT ENERGIZING OTHER ENERGY CONSUMING DEVICES. AUTOMATIC OPERATION OF THE SYSTEM SHALL BE BASED ON THE TYPE OF CONTROL TIMER INSTALLED AND SHALL BE DESIGNED TO OPERATE THE SYSTEM INTERMITTENTLY AT LEAST ONE HOUR IN EVERY FOUR HOUR TIME SEGMENT, ATTHE TIME OF FINAL INSPECTION THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE VENTILATION SYSTEM IN ACCORDANCE WITH THE SCHEDULE USED TO CALCULATE THE WHOLE HOUSE FAN SIZING. THE CONTROLS FOR THE VENTILATION SYSTEM SHALL BE AFFIXED WITH A LABEL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONST THE INTERMITTENTLY OPERATED, INTEGRATED FORCEDAIR VENTILATION SYSTEM SHALL BE CAPABLE OF PROVIDING OUTSIDE AIR AT THE FLOW RATE CALCULATED IN ACCORDANCE WITH IRG TABLE MI 507.3.3(l) MULTIPLIED BY THE FACTOR SPECIFIED IN IRC TABLE M 1507-3.3(2) AND SHALL DISTRIBUTE OUTSIDE AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS, THE INTEGRATED FORCED -AIR VENTILATION SYSTEM SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER. THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO THE FURNACE CABINET. THE SYSTEM SHALL BE EQUIPPED WITH A MOTORIZED AIR DAMPER CONNECTED TO THE AUTOMATIC CONTROL AND SHALL BE SET TO PROVIDE THE REQUIRED FLOW RATE. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. OUTSIDE AIR INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. INLETSSHALLSE LOCATED SO AS NOT TO TAKE IN AIR FROM THE FOLLOWING AREAS: CLOSERTHA TEN FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS THREE FEET ABOVE THEOUTSIDEAIR INLET VENT. WHERE SUCH INLET VENT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES HEREIN. CLOSER THAN TEN FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST THREE ABOVE THE AIR INLET. ATTICS, CRAWL SPACES OR GARAGES LOCAL EXHAUST VENTILATION: (IRC, SECTION M1507.4) LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST VENTILATION SHALL BE PROVIDED BY INTERMITTENTLY OPERATED, MANUALLY CONTROLLED EXHAUST FANS HAVING MINIMUM FAN FLOW RATINGS AS FOLLOWS: BATHROOMS, LAUNDRIES, AND POWDER ROOM$ - 50 CFM @.25 WG. KITCHENS - 100 CFM @.25 WG. MANUFACTURERS'FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 OR AMCA 210. ELECTRICAL: ALL ELECTRICAL SYSTEMS, LIGHTING, PPLIANCES AND OUTLETS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CURRENT EDITION OF THE NATIONAL ELECTRICAL CODE AND THE INTERNATIONAL MECHANICAL CODE. ALL FIXTURES TO BE SELECTED BY OTHERS. VERIFY APPLIANCE AND MECHANICAL EQUIPMENT ELECTRICAL CONNECTION REQUIREMENTS AND LOCATIONS PRIOR TO THE START OF THE WORK. A MINIMUM OF 75% OF ALL INTERIOR LUMINAIRES INSTALLED, SHALL BE HIGH EFFICACY LUMINAIRES WHOSE LAMPS PROVIDE A MINIMUM EFFICIENCY AS FOLLOWS: 60 LU ENS PER WATT FOR LAMPS OVER 40 WATTS 50 LUMENS PER WATT FOR LAMPS OVER 15 WATTS TO 40 WATTS 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS. ALL PERMANENTLY MOUNTED OUTDOOR LIGHTING SHALL BE HIGH EFFICACY LUMINAIRES WHOSE LAMPS PROVIDE A MINIMUM EFFICIENCY AS NOTED ABOVE, OR SHALL BE NON HIGH EFFICACY LUMINAIRES CONTROLLED BY A MOTION SENSOR(S) WITH INTEGRAL PHOTOCONTROL PHOTOSENSOR. LINEAR FLUORESCENT FIXTURES SHALL BE FITTED WITH T-8 OR SMALLER LAMPS INSTALL FIXTURES, SWITCHES AND OUTLETS IN ACCORDANCE WITH THE FOLLOWING TABLE. ALL HEIGHTS LISTED SHALL BE MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE FIXTURE OUTLET UNLESS OTHERWISE NOTED - EXTERIOR UGHT FIXTURES 72" TYPICAL WALL OUTLETS 12* TYPICAL WALL SWITCHES 44* ABOVE COUNTER OUTLETS AT KITCHENS 44" ABOVE COUNTER OUTLETS AT LMLITY ROOMS 44' ABOVE COUNTER OUTLETS AT LAVATORIES AND BATHS 40' WALL OUTLETS FOR MICROWAVE, RANGE HOODS, ETC. PER MANUF. SPECS. WALL OUTLETS AT SERVICE AREAS 48" SMOKE DETECTION ALARMS PER MANUF. SPECS. AND IRC R314 CARBON MONOXIDE DETECTION ALARMS PER MANUF. SPECS. AND IRC R315 DOOR CHIMES 12" FROM CEILING PUSH BUTTONS 44' THERMOSTATS 60" LIGHT BARS OVER VANITIES 1. STEP LIGHTS B'ABOVE SKIRT BOARD INSULATION: UNLESS NOTED UTHERWISE ON PLANS, INSULATION SHALL BE INSTALLED AS FOLLOWS' CEILINGS R49 ALL BAFFLES SHALL BE INSTALLED TO MAINTAIN A MINIMUM OF VCLEAR SPACE ABOVE INSULATION ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 6'ABOVE BATT INSULATION ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 12'ABOVE LOOSE FILL INSULATION SINGLE JOIST OR RAFTER VAULTED CEILING R-38 ABOVE GRADE EXTERIOR WALLS I WALLS SEPARATING CONDITIONED SPACES FROM UNCONDITIONED SPACES R-21 INTERMEDIATE INSULATION SHALL BE PROVIDED BYFACE STAPLED BATT INSULATION OR FRICTION FITUNFACED BATT INSULATION PROVIDING ONE OF THE FOLLOWING: 4 MIL POLY VAPOR BARRIER PVA PAINT WITH A DRY CUP PERM RATING OF I ALL HEADERS OVER OPENINGS IN THE EXTERIOR WALL ASSEMBLY THAT ARE NOT STRUCTURALLY REQUIRED TO BE THE FULL WIDTH OF THE STUD WALL SHALL BE PROVIDED WITH A MINIMUM OF R-10 INSULATION BELOW GRADE WALLS R-21 INTERIOR INSULATION SHALL BE PROVIDED BYFACE STAPLED SATTINSULATION OR FRICTION FIT UNFACED BATT INSULATION PROVIDING ONE OF THE FOLLOWING: 4 MIL POLY VAPOR BARRIER PVA PAINT WITH A DRY CUP PERM RATING OF 1 FLOORS OVER UNCONDITIONED SPACES R-38 SLABS ON GRADE (PERIMETER INSULATION) R-10 PERIMETER INSULATION SHALL BE PROVIDED BY USING ONE OF THE FOLLOWING METHODS: ON INSIDE OF FOUNDATION WALL FROM TOP OF THE SLAB DOWNWARD FOR A MINIMUM DISTANCE OF 24' ON INSIDE OF FOUNDATION WALL FROM TOP OF THE SLAB DOWNWARD AND THEN HORIZONTALLY BENEATH THE SLAB FORAMINIMUM DISTANCEOF24' DUCT SYSTEMS ALL SUPPLY AIR DUCTS LOCATED OUTSIDE OF THE CONDITIONED SPACE SHALL HAVE ALL SEAMS AND JOINTS TAPED AND SEALED, BOTH LONGITUDINALLY AND TRAVERSE. ALL SUPPLY AND RETURN AIR DUCTS EXPOSED TO UNCONDITIONED SPACES SHALL BE INSULATED AS FOLLOWS: DUCTS IN CONCRETE SLAB R-5 MIN. DUCTS IN UNCONDITIONED SPACES R-8 MIN. EXHAUST DUCTS LOCATED IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4 TO PREVENT CONDENSATION (NOT REQUIRED FOR DRYER UNITS). ALL OUTSIDE AIR SUPPLY DUCTS LOCATED INSIDE OF THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R4. HOT WATER PIPING ALL HOT WATER SUPPLY PIPING LOCATED OUTSIDE OF THE CONDITIONED SPACE SHALL BE WRAPPED WITH A MINIMUM OF RA INSULATION HEATING EQUIPMENT HEATING UNIT SHALL BE DESIGNED TO MAINTAIN 68 DEGREES AT 3 FT. ABOVE FLOOR AND SHALL HAVE AN A. F.I.I.E. RATING OF NOT LESS THAN 92%. DESIGN PARAMETERS USED SHALL BE AS SET FORTH IN THE WASHINGTON STATE ENERGY CODE, SECTION 302. FURNACE 15HALL BE LISTED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF LISTING AND APPROPRIATE SECTIONS OF THE WASHINGTON STATE BUILDING CODE. DUCTS SHALL BE GALVANIZED STEEL PER THE INTERNATIONAL RESIDENTIAL CODE CHAPTER 16 AND INSULATED IN ACCORDANCE WITH THE WASHINGTON STATE ENERGY CODE (CURRENT EDITION), DUCTS PIERCING THE ONE HOUR OCCUPANCY SEPARATION BETWEEN RESIDENCE AND GARAGE I3HAU_ BE EQUIPPED WITH APPROVED FIRE DAMPERS. HVAC EQUIPMENT SHALL BE SIZED NO GREATER THAN 150 % OF DESIGN LOAD. AND SHALL BE PROVIDED WITH A PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. THE THERMOSTAT SHALL ALLOW FOR. AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/ WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST -TWO PROGRAMMABLE SETBACK PERIODS PER DAY. AIR LEAKAGE: THE BU�I_D:NG THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH SECTION 402A - WSEC. THE BU LD NO THERMAL ENVELOPE SHALL BE TESTED FOR LEAKAGE B7MEANS OF A'SLOWER DOOR' TEST, IN ACCORDANCE WITH SECTION 402.4.1.2 - WSEC. ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS: HIGH EFFICIENCY HVAG EQUIPMENT HEATING UNIT INSTALLED SHALL BE A GAS FURNACE WITH A MINIMUM AFUE OF 95%� IN ACCORDANCE WITH TABLE R406.2-3. - WEED. PROVIDING 0.5 ENERGY CREDITS. EFFICIENT WATER HEATING WATER HEATING SYSTEM INSTALLED SHALL BE A GAS WATER HEATER WITH A MINIMUM EF OF 82%, IN ACCORDANCE WITH TABLE R406.2-61, - WSEC, PROVIDING 1.5 ENERGY CREDITS. MOISTURE CONTROL: ATTIC AND CRAWL SPACE ACCESS PANELS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. SEAL AROUND SOLE PLATES, WIRING, PLUMBING, DUCTS, RIM JOISTS, MUDSILLS, FLUES, LIGHT FIXTURES AND EXTERIOR WALL STUD PENETRATIONS. PROVIDE A 6 MIL BLACK POLY GROUND COVER AT ALL CRAWL SPACES. FLASHING: APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SH INGLE-FASHION IN SUCH A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 70 THE SURFACE OF THE EXTERIOR WALL FINISH. APPROVED CORROSION -RESISTANT FLASHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH OR TO THE WATER -RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE- 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON T BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4 * CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6 AT WALL AND ROOF INTERSECTIONS. 7 AT BUILT-IN GUTTERS. RESIDENCE / GARAGE SEPARATION: THE GARAGE SHALL BE SEPA ED FROM THE RESIDENCE AND ITS ATTIC AREA BY 112* GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY 5/8"TYPE X GYPSUM BOARD OR EQUIVALENT' WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY 112'GYPSUM BOARD OR EQUIVALENT. AB ANCHOR BOLT ABV ABOVE ADJ ADJUSTABLE AFF ABOVE FINISHED FLOOR ALT ALTERNATE ALUMALUMINUM ANC ANCHOR(AGE) APPROX APPROXIMATE ARCH ARCHITECT(URAL) AUTO AUTOMATIC SAWN BOTTOM AWNING BD BOARD BEL BELOW BLDG BUILDING BLK BLOCK BLKG BLOCKING BM BEAM BMK BENCH MARK BOT BOTTOM ERG BEARING BRK BRICK BS BOTH SIDES BSMTBASEMENT BTWN BETWEEN EVIL BEVELED BIN BOTH WAYS CAB CABINET CB CATCH BASIN CF CUBIC FOOT CIRC CIRCUMFERENCE CJ CEILING JOIST CLIG CEILING CLK CAULK CLKG CAULKING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CPR COPPER CPT CARPET CRIS COURSE(S) CSMT CASEMENT CTR COUNTER CY CUBIC YARD D DRAIN DET DETAIL DHUNG DOUBLE HUNG DIAG DIAGONAL DIAM DIAMETER DIM DIMENSION DL DEAD LOAD DNDOWN DISP DISPOSAL DRDOOR DS DOWNSPOUT DT DRAIN TILE DW DISHWASHER DWG DRAWING E EAST EA EACH EB EXPANSION BOLT EF EXHAUST FAN ELEV ELEVATION ELEC ELECTRIC(AL) ENCL ENCLOSURE EQ EQUAL EQPT EQUIPMENT ESMT EASEMENT ESTM ESTIMATE EXIST EXISTING EXH EXHAUST EXP EXPOSED EXT EXTERIOR FB FACE BRICK FBO FURNISHED BY OTHERS FID FLOOR DRAIN FIFE FINISHED FLOOR ELEVATION FFL FINISHED FLOOR LINE FG FIXED GLASS FIN FINISH(ED) FIXT FIXTURE FLR FLOOR FLUOR FLOURESCENT FNC FENCE FND FOUNDATION FOC FACE OF CONCRETE FOF FACE OF FINISH FOM FACE OF MASONRY FOS FACE OF STUD(S) FP FIREPROOF FPG FIRERPOCIFING FR FRAMED)(ING) FRPL FIREPLACE FT FEET FTG FOOTING FURR FURRED, FURRING GA GAUGE GALV GALVANIZED GL GLASS, GLAZING GRAV GRAVEL GWB GYPSUM WALLBOARD HS HOSE BIBB HD HEAVY DUTY HDR HEADER HDWR HARDWARE HORZ HORIZONTAL HT HEIGHT HTG HEATING HWD HARDWOOD HWH HOT WATER HEATER INCL INCLUDE(D), INCLUDING NSUL INSULATE NT INTERIOR INV INVERT JST JOIST JT JOINT KIT KITCHEN LAM LAMINATE(D) LAV LAVATORY LB LAG BOLT LF LINEAR FOOT LH LEFT HAND LL LIVE LOAD MAS MASONRY MAX MAXIMUM MEIR MEMBER MC MEDICINE CABINET MECH MECHANICAL MED MEDIUM MET METAL MFR MANUFACTURER MH MANHOLE MIN MINIMUM MIR MIRROR MISC MISCELLANEOUS MLDG MOULDING MULL MULLION MWK MILLWORK N NORTH NAT NATURAL NIC NOT IN CONTRACT NOM NOMINAL NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OH OVERHEAD OWJ OPEN -WEB JOIST OP OPAQUE OPH OPPOSITE HAND OPNG OPENING OPP OPPOSITE PAR PARALLEL MAR 2011 EDITION PCF POUNDS PER CUBIC FOOT PERF PERFORATE(D) PERI PERIMETER PERP PERPENDICULAR PL PROPERTY LINE PLAM PLASTIC LAMINATE PLF POUNDS PER LINEAR FOOT PLT PLATE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT PWD PLYWOOD R RISER RAD RADIUS RAFT RAFTER RD ROOF DRAIN REF REFERENCE REG REGISTER REQD REQUIRED RETG RETAINING REV REVISION RFG ROOFING RH RIGHT HAND RM ROOM RO ROUGH OPENING ROW RIGHT OF WAY S SOUTH SC SOLID CORE SCHSCHEDULE SO STORM DRAIN SECT SECTION SF SQUARE FOOT SG SAFETY GLASS SH SHELF, SHELVING SHT SHEET SHTHG SHEATHING SIM SIMILAR SKLT SKYLIGHT STOR STORAGE SP SOUNDPROOF SPECS SPECIFICATIONS SPKR SPEAKER SQ SQUARE STD STAMDARD STLSTEEL STIR STRUCTURAL SYS SYSTEM T TREAD T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TB TOWEL BAR TEL TELEPHONE TEMP TEMPORARY THK THICK(NESS) THRTHRESHOLD TOC TOP OF CONCRETE TOS TOP OF SLAB TOW TOP OF WALL TPL TOP OF PLATE TRANS TRANSOM TYP TYPICAL UNF UNFINISHED VB VAPOR BARRIER VERT VERTICAL VG VERTICAL GRAIN VJ V-JOINTED VNR VENEER W WEST W/ WITH W/O WITHOUT WDWOOD WOW WINDOW WM WIRE MESH WSCT WAINSCOT WWF WELDED WIRE FABRIC WWM WELDED WIRE MESH SHEETI NDEX MAR 2011 EDITION AIJ OENERAL NOTES AI.2 SITE PLAN AI.5 LONER LEVEL FLOOR PLAN AI.4 MAIN LEVEL FLOOR PLAN AI.5 UFFER LEVEL FLOOR PLAN Alb FRONT ELEVATION, REAR ELEVATION AI.7 SIDE ELEVATIONS Al.a SUILI�)INC-,,SEOTION5 A2.1 DETAILS 51.1 STRUICTURAL NOTES 51.2 FOUNDATION PLAN 51.5 LONER FLOOR I�IECI< FRAMINO PLAN 51.4 LONER FLOOR NALL PLAN 51.5 MAIN FLOOR FRAMINC5, PLAN 51.6 MAIN FLOOR NALL PLAN 51.7 UPPER FLOOR FRAMIN& PLAN 51.7 UPPER FLOOR NALL PLAN SI.a ROOF FRAMIN6, PLAN 52.1 STRUCTURAL DETAILS 52.2 STRUCTURAL DETAILS 55.1 STRUCTURAL DETAILS 55.2 STRUCTURAL DETAILS 55.5 STRUCTURAL DETAILS 55.4 STRUCTURAL DETAILS . FILE COPI Plan mvim appmal is Subject to O'notti-s AMI'01131 Of Construction a 101 authorize the violation of any ao( ordinance- ReceiDt of aooroved Fie City of TukvvIja BUILDING DIVISION SSN-1 SIMFSON5HEAR NALL DETAILS 55N-2 SIMPSON SHEAR NALL DETAILS 5SN-5 SIMPSON SHEAR NALL DETAILS SSN-4 SIMPSON SHEAR NALL DETAILS C1.1 DRAINA6,r CONTROL PLAN r-,1.2 r;)RAINAC-7r- CONTROL PLAN 1�"ETAIL5 G2.1 TEMFORAR*r EROSION I$ 5EDIMENTATION CONTROL PLAN NOTES C,2.2 TEMPORARr EROSION I$ SEDIMENTATION CONTROL PLAN RECEIVED 5)0'M50L LE&ENZ� MAR 2011 EDITION MATERIAL ANNOTATION LINE STYLM SYMBOL vrzwRjprloN SYMBOL PrEWRIPTION LINEY40PK VIESCRIPWN um Q 110 VOLT 6MCKr DETECTOR CENTER LINE DESIC41,IATOR SECTION CUT LINES, POL44DARY LINES EARTI-1-5ACKPILL GRAVEL PRIE BRICK SID INTERCONNECTED AND MATC44 LINES LU/ 15ATTE-KY I3ACKUj* CENTER LINES, PROJECTION LINES 4NID Lix m.A 0 110 VOLT SMOKE DETECTOR PLATE LINE- PIE51cNATOR ELEVATION FLOOR LE-1,SL LINES $D/Co CARPION MONOXIDE MONITOR CONCRETE TOPPING; WOOD COMI30 INTERcONINIECTED Ull BATTERY EACKUP CEILINEI SURFACE- PROJECTIONS E-:XHAUST FAN (VENT FRAMING, START AND E-><POssD IBEAM LINES CONCRETE FINISW LUMEIER STONE FAN (vTo) To OUTSIDE) REFERENCIE TAE, - - - - - - - - - WALL OPEN1i,4 HEADER LINES ELEVATION DATUM REVISION TAC4 REFERENCE Z� STRUCTURAL WEADER LINES AND NON D��fl + EXPOSED BEAM LINES MASONRY - 13RICK FRAMIN4 LUMPER FACE 13RICK StI_ S_V_ RI-tIm POINT LOAD FROM SPLAY)-) SLOPED CEILINcf TAC4 ONIECT EIREAK LINES 0 A15OVE- V STEEL LUMBER ELOCKINCI STUCCO SECTION REFERENCE V7060 4 PROJE-CTED ROOF LINES ON THE WINDOUJ REFERENCE- UPPER MOST FLOOR I -LAN TAG, ------- - ---------------------------- qIDDIEN LINES, FUTURE- CONSTRUCTION ELEVATION REFERENCE 306VI �14.� -LOPS EXTI, Ro. r, _s? zRIOR ENVIE REV EVWVED F R ALUMINUM PLYWOOD cjLASS DOOR REFERENCE TACq RE EWEDFOR MPVANCE OVED 5202 COD E COMPLIANCE At APPROVED DETAIL REFERENCE GRIO> LINE RiEF1;R1ENr_5 pw B FEB 2 5 20,21 CON I TE ELOCK 13ATT INSULATION WOOD SWINc�j!.E$ SHEARWALL TYPE AND HOLDOIN TYPE AND Ci 0 Tu w .1 RE I 'a SCHEDULE- RZFE-RENCE DETAIL REFERENCE Ul CitY Of Tukw1Ijj C1 �TVED L TY 0 UKWILA 3/sw BUILDING DIVISION SAND f;zlrqiD INSULATION WOD SWAKES a_U= S..tl- ri-ati- AUG 0 6 2020 AdD PERMITCENTER D 635 � w R 0 w a .m W m c, CD I' - DO m DO 0) N co LU Est > . I �2 GO -NOO 0 j3G� CD z cq cq Do C) (0;�; w to F_ am ftam oft or fand I 4-10 0 z 4) 0 R.A.1- Im. EJ �: 00 0) ul z F- (40 0 Li cn M� CB #7 T-1 STANDARD LID RIM EL.=256.04 IE=252.44 12" CONC (DI)l W. IE=252.44 12"CONC (DI) E. NEN DRIVEVqAY APFROAr.H PER D�ETAIL ON 5HEET 01.2 (ASFHALT IN R.O.N.) 0 EXISTINO a" /�NATER LINE/Is EXISTINr-� 12" EX15TIN& e?" STORM DRAIN SEkNER LINE EX15T)N& PNATE MET R S T A N D A R L4-Q EXISTIN& '3.5 OVERHEAD -TO BE UFr5RAD TO I RIM EL.-26 FOAER -- S, IE-261.23 12"'D��W Yv n— 77 IE=261.23 FOJ,NER, PHONE, $ 0ABLE TO 12" DI E. OF INSTALLED UNI�)FR6ROUND IN Ar-OORr�)ANOE NITH UT PROVIDER &UII�IELINES A I:;, 0 r-ITY STANDARDS 250 DIR r DRIVE_/ 4'MAX. HT. RETAININ& �NALL PER DETAIL ON SHEET C-1.2 241.5 4350' 2 T-1 EL= 2.50 + EXISTING FIRE 24 H-rDRANT c T. W: 242.50 C, 1�3 1�k � 2L 7 7 YD W,4L<* DRIVE'WAY, F D� U L 0 --151-011 0 0 FNTR'�� POPCH T R, @ 242.00' 1 PROP RESIDENCE MAIN=242.00' 00 Q0 ------ -T- TE3R 1—�FE]RVIOIJ RW L< C13 #7 T--1 - — — — — — — STANDARD LID — — ------- RIM EL.=226.96 PARCOL D980 IE=224.66 4" PVC N� IF --=')')A �:Zg A" rD\/(- QF WV L) tA I IU v LU� NGOVI) DECK e I AIN FLR SS LID TER RIM EL.=226.5-9 I"_ lIo 0 o 0 260 LL -i 10 --FND. LINE PROPOSED PROP LINE" 0 240 z- FROVII�)E TREE RL FROTE RETAINED TREES PER DETAIL ON SHEET G23 IV 69 :58, 0/"- T--1 230 706 220 �E� 17 E F::L /�N N It SCALE : I" = 10'-0" 0 10 20 40 REFER TO 6,EOTErHNIGAL REPORT PERFORMED 5-T-, (3170 6ROUF NORTHNEST, INO DATED JUNE 2cl, 2020 TREE INFORMATION # SIZE TYPE DRIP LINE T-1 48" FIR 55 T-2 22"� DECIDUOUS 40 T-3 10" RHODIE 10 T-4 22" PINE 35 T-E� 12" DECIDUOUS 25 T-e, 12" LOCUST 20 T-1 12" LOCUST 25 T-a 12" APPLE 25 5005 5 114TH ST TUKNILA, NA. C15175 LEOAL DESCRIFTION HILLMAN5 MEADO�N 6ARDENS DIV #2 FOR SD LOTS DAF - 5E6 NXN r�IL 5 OF 5 AU6USTA 5T (MAIN ST) $ 55RD AVE 5 (;,NAF,RI=N A\/E) TH �N AL(5 C/L SD AVE 21.1 FT TO ELY FRI-6 OF 5D 5T TH N '71-05-2cl �N ALr-- SLY LN 5I�) 5T -7C`15.1 FT TO FOB TH 54-01-02E 112.15 FT TH N -71-05-2c[ �A 104.75 FT TH IN I-Oq-57 N 110 FT TO SLY LN SD 5T TH S '71-05-2q E AL6 5D SLY LN q5.00 FT TO FOB LESS ST PER 5CC #60255-7 FLAT BLCr-<, 11 FLAT LOT: -75--7ro LOT COVERAOE LOT AREA: ct,524 IMFEF,\/IOU5 AREA: MAIN ROOF AREA: 2,508, SF 18 F UN0O\,/'0 DEOK AREA: �7 F 24-1 SF DRIVENA`(1YqAL<: -746 SF TOTAL: 5,501 sF 5F FER\/IOU5 FAVIN(5 AREA: '(COUNTED A51/2 IMPER\/IOU5) PAVER NALK: (14-7 5F) -75.50 SF TOTAL: -75.50 sr TOTAL LOT 00\/ERASE: 5,574.50 5F 9,6� OF LOT AREA: =55.459o' 1 ALLONED -7,145 SF 15?/- BUILDIN6 FOOTFRINT LOT AREA: cl,524 5F MAX. FOOTPRINT ALLONED: C1,524 5F LOT c1,524 - 6,500= 5,024 5F 5,024 5F x .00125= E3.75 353o - 3.78%= 51.22F/o TOTAL ALLONED (q,524 x .5122)= PROP05ED FOOTFRINT= I,cie)5 5F RE) EMD OR 0 D E�C M *� IL FIA N C E APPROVED A\/ERAr7E FINISH &RAD r FEB 25 2021 POINT A: 240 ' 0 CItY of Tukwila FO I NT E3: 241.5 BUILDING DIVISION POINT C: 2 E53 5. POINT D: 255.50' C, MWER, A + E3 + r, + 0 = -'150.00 / 4 = 25 FINISH 6RAL-)E pERMIT CENTER WAIA�s p-J-01 CA "I I' "" 0 0 uj cl) Z co ;2� 153 cco, .*0- u i IN, COS W c� & 00 CN4 CC) Z C11 C14 co Y d cl) SO LL Q) 4- (f) N 00 co 0) :3 < En z C 3 LJ V) 0 W) R,V,,ions CJ�/� CORRECTIONS 07 17/2020 A A A A Cr I Ch,,k,d D.1� 0--tobor 5, 20141 11".10-0, WINDOW, SKYLIGHT & DOOR SCHEDULE CONDITIONED FLOOR AREA-1 4261 SUM OF UA FOR HEATIN SUM OF ALL GLAZJNG AREAS FROM BELOW:F-548 (DOES NOT INCLUDE EXEMPT DOOR & WINDC GLAZJNG TO FLOOR AREA RATIO:F -1290% EXEMPT DOOR AND WINDOW ROOM U-VAL QTY W SLARGAE SWINGING DOOR (24 S,R MAX) 0.46 1 1 13.00 1EXEMPT IEXEMPT WINDOW (15 S.F. MAX) 0.27 1 jZ00 SUM OF AREA AND LA FOR HEATING SYSTEMSIZE EXTERIOR DOORS (OPAQUE) ROOM TYPE REF U-VAL QTY W ENTRY I DOOR JWSEC I 1 0 JWSEC I I iDOOR I DOOR JWSEC I I I SUM OF AREA AA AREA WEIGHTED U = LAA VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED. U-FACTORS ARE DETERMINED IN ACCORDAN( ROOM TYPE REF MODELFRAME GAS LO-E E PKG U-VAL SPCRS QTY W LOWER FLOOR GUEST BR SLIDER -D MILGARD 8120 VINYL ARGON YES SUNCA89 0-27 EDGE 1 8.00 REC RM TG MILGARD 1 8621 VINYLIAIR YES SUNCA89 0.27 EDGE 1 6.00 REC RM TL-IDER -M-IL-G-AR-D-F-B120 YES SUNC/i89 0.27 EDGE 1 6.00 MAIN FLOOR ENTRY PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2 1.00 STUDY PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0,27 EDGE 1 2.00 STUDY CASE MILGARD 8520 VINYL AIR YES SUNC/i89 O�27 EDGE 2 4.00 -dREATRM CASE MILGARD 8520 VINYL AIR YES SUNC/i89 0,27 EDGE 1 4.00 GREAT RM S.HUNG MILGARD 8220 VINYL AIR YES SUNC/i89 0.27 FOAM 2 2.50 GREAT RM SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 4�00 DINING SLIDER MILGARD 8120 VINYL ARGON_ YES SUNC/iS9 0.27 EDGE 2 5.00 NOOK S.G.D. I MILGARD 8621 VINYL AIR YES SUNCfi89 0. 7 EDGE 1 6.00 KITCHEN SLIDER MILGARD 11120 VINYL ARGON 27 EDGE 1 4.60 UPPER FLOOR • BATH SLIDER MILGARD 8120 VINYL ARGON YES SUNCIi89 0.27 EDGE 1 4.00 • BbRm CASE MILGARD 8520 VINYL AIR ES SUNC/i89 0.27 EDGE 1 7.00 UPPR FOY PICTURE MILGARD 8320 VINYL AIR ES SUNC/i89 0.27 EDGE 2 1.00 UPPR FOY PICTURE MILGARD 8320 VINYL AIR ES SUNC/i89 0.27 EDGE 1 3.00 BONUS CASE MILGARD 8520 VINYL AIR ES SUNC/i89 0.27 EDGE 1 5.00 BONUS PICTURE MILGARD 8320 VINYL AIR ES SUNC/i89 0.27 EDGE 2 2.50 BATH CASE MILGARD 8520 VINYL AIR ES SUNCA89 017 EDGE 1 2.00 B M3 16LIULK lll�U VIN�IL111UUN ES SUNC/i89 0.27 EDut= i b.00 BATH CASE Li;A�D i;26 V� L A IR ES SUNCIi89 0.27 EDGE 1 2.00 BDRM 2 ISLIDER MILGARD 8120 VINYLIARGON Y ES SUNC/189 0.27 -----T- EDGE 1 5.00 SUM OF AREA AN AREA WEIGHTED U = UAb OVERHEAD GLAZING ROOM TYPE REF MODELFRAME GAS LO-E LAYERS U-VAL QTY W SUM OF AREA AN AREA WEIGHTED U = UAI� IRO R60:2.5 FIREBLOOKIN6, FIREBLOCKINS SHALL BE PROVIPEP TO CUT OFF ALL e-ONCEALEP DRAFT OPENIN(95 (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETNEEN STORIES, AND BETYeEN TOP STORY AND THE ROOF SPACE. FIRE13LOCKIN6 SHALL BE PRO\/IDF-D IN NOOD-FRAME CONSTRUCTION IN THE FOLLONINS, LOCATIONS: 1. IN CONCEALED SPACES OF STUD KALL5 AND PARTITIONS, INCLUPIN6 FURRED SPACES AND PARALLEL ROM OF STLV5 OR STA66EIRED STUDS; AS FOLLOY45; 1.1 VERTICALLY AT THE CEILINS, AND FLOOR LEVELS. 1.2 HORIZONTAI-LY AT INTEP\/AL5 NOT EXCEEDIN6 10 FEET (5045 MM). 2. AT ALL INTERCONNECTIONS BETIAIJEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILIN&S AND COVE CEILIN65. 3. IN CONCEALED SPACES BETk�EEN STAIR STRIN(SERS AT THE TOP AND BOT70M OF THE RUN. ENCLOSED SPACES UNDER 5TAIR5 SHALL COMPLY INITH IR., SECTION R511.22 4. AT OPENIN6S AROUND VENTS, PIPES AND DUCT5 AT CEILINC7 AND FLOOR LEVEL, KTH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKIN6 OF CHIMNEY5 AID FIREPLACES, SEE 5EC,TION PIOOLI& b. FIREBLOCKIN6 OF CORNICES OF A TAO-FAMILY PYeLLINC, 15 REOUIRED AT THE LINE OF PYiELLIN5 UNIT SEPARATION. FLOOR PLAN NOTE5: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS, $ CONDITIONS PRIOR TO CONSTRUCTION. 2. NINI?01�6 4 DOORS ARE 5HOYSIN $ NOTED AS NOMINAL SIZES. 5. TOP OF DOOPSIAINDOJIG o 5'-0" ABOVE FIN15HED FLOOR UNLE55 NOTED OTHIS"ISE. 4. EXTERIOR KALL5 TO BE 2xe, STUD5 o 1611 O.C. U.N.O. S. 0 INPICATES, POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. (5. PROVIDE 5TAIPAAY ILLUMINATION FIER I.R.C. R305.6 '7. FURNACE HAS A MINIMUM AFUE OF 012% 5. PROVIDE A \/ENTFP NINPOA IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORA&E OR UTILITYSPACES, AND 51MILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. q. SEE SHEET ALI FOP, ADDITIONAL NOTES. 10. SEE SHEET AI.5 FOR VENTILATION SCHEDULE. It. SEE SHEET AI.5 FOR ALARM 5CHEDUI E. 0 D 0 w Z uj co 00 oo co LU 0) N oo c� I? cli 0) uj CO c'4 co cq N cl) co Qf 0 0 ry 0 1 R",T- ro S !M Li Ll U) 4a'-a` WHOLE HOUSE VENTILATION F__X_J OPTIONI. INTERMITTENT WHOLE HOUSE VENTlLA11ON USING EXHAUST FANS (IRC M1507.3.4) 120 MIN. CFM @ 0.25 WG EXHAUST FANS FLOW RATING PER IRC TABLE M1507.3.3(l) ouTDbOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. P-1 OPTION 2. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM (IRC M1507-3.5) PROVIDE OUTDOOR AIR AT 120 CFM PER IRCSECTION M1507.3-3 MOTOR17FD DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL OPTION3. INTERMITTENT WHOLE HOUSE VENTILATION USING A SUPPLY FAN (IRIC M1507.3.6) PROVIDE OUTDOOR AIR AT 120 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(l) INCH -SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.3.6.2 BACK -DRAFT DAMPER EC71ON: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW -REGULATING DEVICE OPTION4. INTERMITTENT WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (IRC M1507.3.7) ISO R60:2.5 FIREBLOCKINS, FIREBLOCKIN& SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OFENIN&S (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETMEN STORIES, AND BETNEEN TOP STORY AND THE ROOF SPACE. FIREBLOCKINry SHALL BE PROVIDED IN NOOD-FRAME CONSTRUCTION IN THE FOLLOAIN& LOCATIONS: 1. IN CONCEALED 5FACE5 OF STUP AALL5 AND PARTITIONS, INCLUDIN6 FURRED SPACES AND PARALLEL IRONS OF STUDS OR STAS&ERED STUDS; AS FOLLOYe: 1.1 VERTICALL"r AT THE CEILINry AND FLOOR LEVELS. 1.2 HORIZONTALLY AT INTERVALS NOT EXCEEDIN6 10 FEET (504a MM). 2. AT ALL INTERCONNECTIONS BETNEEN CONCEALED VERTICAL AND HORIZONTAL 5FACE5SUCH AS OCCUR AT SOFFITS, DROP CEILINIS6 AND COVE CEILIN69. 5. IN CONCEALED SPACES BETYiEEN STAIR 5TPIN&ER5 AT THE TOP AND BOTTOM OF THE RUN. ENCL05ED 5FACE5 UNDER 5TAIR-5 SHALL COMPLY V41TH IRC SECTION R511.2.2 4. AT OFENINIS5 AROUND VENTS, PIPES AND DUCT5 AT CEILINIS9 AND FLOOR LEVEL, Y41TH AN APPROVED MATERIAL TO RE515T THE FREE PA55A6E OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOP, THE FIREBLOCKIN& OF CHIMNEYS AND FIREPLACES, SEE SECTION R1001.16 IS. FIREBLOCKIN& OF CORNICES OF A TVIIO-FAMILY VAELLIN6 15 REOUIREP AT THE LINE OF VYiELLINI57 UNIT SEPARATION. FLOOR PLAN NOTF-5: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. NIN12ONS 4 DOORS ARE SHONN 4 NOTED AS NOMINAL SIZES. 5. TOP OF DOORSININDONS o W-O" ABOVE FIN15HEP FLOOR UNLESS NOTED OTHE"151E. 4. EXTERIOR NALLS TO BE 2xro STUDS a IV' O.C. U.N.O. 5. 0 INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. ro. PROVIDE BTAIRNAY ILLUMINATION PEP I.P.C. R50515 "7. FURNACE HAS A MINIMUM AFUE OF q2% 5. PROVIDE A VENTED VNIINDION IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAISE OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. -1. SEE SHEET ALI FOP, ADDITIONAL NOTES. 10. SEE SHEET ALB FOR VENTILATION SCHEDULE. 11. SEE SHEET AL5 FOP, ALARM SCHEDULE. VENTILATION SCHEDULE 2015 IRC SECTION M1507 SYMBOL LOCAT`ION IMINIMUM FAN REQUIREMENTS ,-6 Bath, Powder, Min.50cfimat0.25"WG (IRC TABLE M1507.4) Laundry r6 Kitchen Min, 100cfimat0.25"WG (IRC TABLE M1507.4) (Range hood or down draft exhaust fan rated at min. 100 cirn at 0. 10" WG may be used for exhaust fan requirement.) I -T'C Whole House Sized per "Intermittent Ventilation Flow Rate" below. Fan *Whole house fans located 4 ft. or less from interior grille to I ha\e a sone rating of 1 .0 or less measured at 0.1" WG INTERMITTENT Min. elm = 120 at 0.25" WG (IRC TABLE M1507.3.3(i)) VENTILATION FLOW 1 (based on 4,261 s.f. floor area & 5 bedrooms) RATE (daily fractional operation time 75 %) All fans to \ent to outside. All other requirements of the 2015 WSEC and the 2015 IRC section M1507 must be met. ALARM SCHEDULE 2015 IRG SECTIONS R314 & R315 SYMBOL DESCRIPTION REQUIREMENTS Smoke *110 V interconnected w/ battery backup. 8 Alarm *Installed on each floor, in each sleeping area, and outside each separate sleeping area. Installed not less than 3 ft from the door of a bath which contains a tub or shower unless this pre\ents placement in a required location. *Listed in accordance with UL 217 and to comply with NFPA 72. Combination *Installed on each floor, outside of each separate sleeping Smoke area in the immediate vicinity of the bedrooms, and in a Alarm & bedroom that contains a gas fireplace in the bedroom or Carbon adjacent bathroom. Monoxide *Smoke alarm requirements per abow. Alarm *Combination smoke & carbon monoxide alarms listed in accordance with UL 217 & UL 2034. 7 STANDARD I'LATE HtirHT: W-O" 4.50YE SUPFLOOIPL STANDARD HEADER HrIGHT: a'-O' A13OVr SU15FLOOR. STANDAR D HEADER 4X12 -2 OT-. C4AR,4C*C- NIOTMS: I. AIR DUCTS FASSINC4 THRU WALLS, FLOOR OR CLGq_ TO DUSLLIW3, TO ps .0113"(294,A) cAL. SHIStT STEEL UY NO OFENIN46 INTO 44ARAC4. 2. PROVIDE (�ARAGIS TO LIVIN(:� -SPACE- FIRE SEPERATION PROTECTION 15Y ONE OF THE FOLLOUJIW4 METHOD: A AFPLy 5/a- TrFE IIx1 Inu)D AT ALL WARM WALLS, SUPPORT MEMPERS AND FLOOR/CEILII,4 ASSEMLIES SSFrRATII,4 THE CqARA14E- AND LIVINdi, SPACtS. WALL TREATMENT WALL EXTEND TO THE UNDERSIDE- OF THE ROOF SHSATI411,4 15, PROVIDE 5/8' TYFE- `X` C�M To THE r�ARACfE- SIDE OF THE CaILIWA AND AT ALL 6JI-f-ORTINGA M5MJ5SRS. UJ14ERE CEILIN4 FRAMING4 MEMERS ARE SPACED CIRBA-IER THAN I(,' Or— THE CEILII,4 SHALL ISE FROVIOrD WITH TWO LAYERS OF 5/S'C1d0. 3. PILOTS, IBURNSRS, HEATIW; ELEMENTS AND SWITCHES To FURNACE 4 WATER 14isATCR SPALL DE LOCATED A MINIMUM OF 151 AoOvE (:iARAciE FLOOR 4 DE PROTECTED FROM VECHICULAR COLLISIOIL 4. IF WATER WSATCR WAS NON R14410 WATER CONNECTION AND IS OVER 4' IN I-EIC04T, IT SHOULD DE ANCHORED 09 STRAPFEr.> TO RESIST SARTWOUAKE MOTION PER UMC 504�6) PROVIDE FRESSURE RELIEF VALVE To OUTSIDS� 00 NOT TRAP. ri AIR LEAKAGE IBuilding Volume = 39775 cubic feet I Components ofthe building thermal en\elope as listed in TABLE R402.4.1.1 shall be installed per manufacturer's specifications to limit air leakage rate to not exceed 5 air changes per hour (ACH) AIR LEAKAGE CALCULATION (maximum blower test CF ACTUAL Blower test result maximum ACH 7 CFM,,,,,, = BLDG VOL (ft') X 5 ACH / 60 min =1 3315 1cfm I 1cfm PECK 'V-6" KITCHEN HA VE6ETABLE SINK FTY NOOKI I HJAI 21-4" F -P COFFER DN. 6" r-T 1/4"I� J 10'-6 3/4" DININ67 �J 5I_O�l k U) 4--0"1 4'-0' 2 r 1 4 - - - - - - - 4"56 5LDR 6'0&0 A.O. TILE 0 1Z UTIL11Y -T - - - CO Fi- -1-T b TILE FDR. TILE V.T.O. 11,15TALL 361'�IDE DIREC, ,:AA L V' VENT 6AS FI:,EePt,6HCE IT Y41TH ±!L-I�J L - - - RAISW W-tr. A_ 4 RETURN Al TIISHT FITTIN(5,, 1-%" THICK (MIN) SOLID _6_�dA�l ROOMI -161HOI E I IOUSE FAN r I I I YV AVTO TIMER $ I CORE METAL DOOR N/ MAWAL HN OVERRIDE I-L 5ELF CLOSER 4 T FA4L_'5iE BEAM lo'EATHER-STRIFFINIS W _17 xJ I I <1 K i1J L - - - 2-CAR CSIARAISSIE 311 -+504 6UARDRAIL TO RE-SIST FL. 200 L56 4 IN-FlLL r WNC. OMpONE� MLIST RESIST SO PSF PER IRC, U TABLE R3013 PICKETS SRAIL BE SPACED NOT ALLOA A 4' DIA. SPHERE To FA_% THROUSH -1 J_ ILL, CSMT F - - - - - - - - - - - - - - I E�TRY NOTE INSTALL V2" (9JNB. a AALL5 4 POSTS. (2) (55) LAYERS V2" TYPE W IS.A.B. 9 CEILINGS 4 BEAMS. FLR. 5TUDY 266PO FIR i0aP oH &ARArE DOOR I I I 1111�__ ) I Y 1/2 - - - - - - - 11 10. [2, 'fV-I 1/2' FLR. -ER STONE VENE me UJAINSCOT (COBBLE FIELD I F CH-i4-oz wl CONC. CAP, SEE- SHEST A2.1 FOR APPLICATION V-4' & I ��AHN FLOOR FLAN 5_1ALE: 1/4" = 1'-0` I Ln RE�$1144VIEID CITY C UK\NqLA PERMIT CENTER Af;?J-=A 5UMMARY LOIAER FLOOR: 1,10-7 S.F. MAIN FLOOR: 1,420 S.F. UPPER FLOOR: 1,48"T S.F. TOTAL FINISHED AREA, 4,014 S.F. &ARAI9E: 455 S.F. COVERED AREA� 0 S.F. 2 a: D 0 lalf 0 Z 0 F5 W a Z _J 0 0 _J LIL. Z uj Cl) Cl) .00 r-- Z CO 00 OD . 0) CJ co uJ C� (? 9 �2 (OmD 2: C14 00 �- 0 �� G� 0 Z C14 CINI - < :S�t co �e - - 0 _J (D LLJ CD F- LL FEB 2 5 2021 ItY of Tukwila )ING DIVISION Revislons C17 7,772RRECIIONS 020 Residential Construction Energy Compliance AIR BARRIER AND INSULATION INSTALLATION TABLE R402.4.1.1 COMPONENT AIR BARRIER CRITERIAa INSULATION CRITERIAa Air barrier and A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope Air -permeable insulation shall not be used as a sealing material. thermal barrier contains a continuous air barrier. Breaks or joints in Class I or 11 vapor retarders are required on the interior side of the air barrier shall be sealed. frarried cavities. manufacturers' product recommendation and said density shall be maintained for all volume of each c:v'ly. Batt type insulation w ill show no voids or gaps and maintain an even density for the entire cavity. Bad insulation shall be installed in the recommended cavity depth. Where an obstruction in the cavity due to services, blocking, bracing or Cavity insulation other obstruction exists, the baff productwill be cutto fit the remaining depth of the cavity. Where the haft is cut installation around obstructions, loose fill insulation shall be placed to fill any surface or concealed voids, and at the manufacturers'specified density. Where faced batt is used, the installation tabs must be stapled to the face of the stud. There shall be no compression to the batt at the edges of the cavity due to inset stapling installation tabs. Insulation that upon installation readily conforms to available space shall be installed filling the entire cavity and w ithin the rntrfnrtirPr.�'ri ngitv rpcornrnpnrf�finn The air barrier in any dropped ceiling/soffit shall be Batt insulation installed in attic roof assemblies may be aligned w ith the insulation and any gaps in the air compressed at exterior wall lines to allow for required attic Ceiling/attic- barrier sealed. Access openings, drop down stair ventilation. The insulaton in any dropped ceiling or knee wall doors to unconditioned attic spaces or soffit shall be aligned w ith the air barrier. shall be sealed - The junction of the foundation and sill plate shall be Cavities w ithin corners and headers shall be insulated by s aled. The junction of the top plate and top of completely filling the cavity with a material having a minimum Walls exterior w alls shall be sealed. Knee w ails shall be thermal resistance of R-3 per inch. Exterior thermal envelope sealed. insulation for framed w ails shall be installed in substantial contact and continuous alignment w ith the air barrier - Windows, skylights Space between window/doorjambs and training and doors and skylights and franning shall be sealed. Rim joists Rm joists shall include the air barrier. Rmjoists shall be insulated Installed to maintain permanent contact with underside of Floors (including above- The air barrier shall be installed at any exposed subfloor decking or permitted to be in contact with the topside of garage and cantilevered) edge of insulation. sheathing or continuous insulation installed on the underside of I floor framing and extend from the bottom to the top of all Crawl space walls Soil in unvented craw I spaces shall be covered I Mere provided in lieu of floor insulation, insulation shall be with Class 1, black vapor retarder with joints taped. permanently attached to the crawlspace walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. a s in n rrow cavities shall be cut to fit and installed to the Narrow cavities correct density w ithout any voids or gaps or compression. Narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity space. Garage separation Air sealing shall be provided betw een the garage and conditioned spaces. Recessed fighting Shall be sealed to the dryw all. Shall be air tight and IC rated. Batt insulation shall be cut neatly to fit around w iring and Plumbing and wiring plumbing in exterior wells. There shall be no voids or gaps or compression w here cut to fit. Insulation that readily conforms to available space shall extend behind piping and w iring. Shower and/or tub Installed at exterior w ails adjacent to showers and tubs shall separate them from showers and tubs. Exterior w alls adjacent to show ers or tubs shall be insulated Electrical/phone box Barrier shall be installed behind electrical or communication boxes on exterior wall or install air sealed boxes. HVAC register boots Boots that penetrate building thermal envelope shall be sealed to the subfloor or dryw all. an required to be sealed. fire sprinklers shall only be sealed in a manner that is recommended by Concealed Sprinklers the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings - IRO R&0:2.a FIREBLOOKIN& FIREELOCKIN&SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENIN65 (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER 5ET;6IEEN STORIES, AND 5ETAIEEN TOP STORY AND THE ROOF SPACE. FIREBLOOKIN& SHALL BE PROVIDED IN NOOP-FRAME CONSTRUCTION IN THE FOLLONNIS, LOCATIONS: 1. IN CONCEALED SPACES OF STUD, NALL5 AND PARTITIONS, INCLUDINS FURRIED SPACES AND PARALLEL POY45 OF STUDS OP STA(56ERED STUDS; AS FOLLOVSt I VERTICALLY AT THE CEILIN& AN12 FLOOR LEVELS. .2 HORIZONTALLY AT INTERVALS NOT EXCEEDINS 10 FEET (504a MM). 2. AT ALL INTERCONNECTIONS 5ET;NEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINSS AND COVE CEILIN&S. 5. IN CONCEALED SPACES EIIETYiEEN STAIR SMN&EIR5 AT THE TOP AND BOTTOM OF THE FUN. ENCLO5W SPACES UNDER STAIRS SHALL COMPLY YSITH IRj,1 SECTION R511.2.2 4. AT OPENIN&S AROUND VENTS, PIPES AND DUCTS AT CEILIN& AND FLOOR LEVEL, YJITH AN APPROVED MATERIAL To RE515T THE FREE FAS5A6E OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKIN& OF CHIMNEYS AND FIREPLACES, SEE SECTION P1001,16 (5. FIREBLOOKIN(9 OF CORNICES OF A TNO-FAMILY VYeLLINry 15 REOUIRED AT THE LINE OF D�IELLIN& UNIT SEPARATION. FLOOR PLAN NOTE5: 1. CONTRACTOR SHALL VERIFY ALL,NOTE5, DIMEN5101,15 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. AINDO),AIS 4 DOORS ARE SHOY4N 4 NOTED AS NOMINAL SIZES. 5. TOP OF DOOIR51AINDOYe 0 V-O" ABOVE FIN15HED FLOOR UNLESS NOTED OTHERIAIISE. 4. EXTERIOR KALLS TO BE 2x(p STUDS @ IV' O.C. U.N.O. 5. M INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. PROVIDE 5TAIP44AY ILLUMINATION PER I.R.C. R305.6 'T. FURNACE HAS A MINIMUM AFUE Or- -T2% a. PROVIDE A VENTED AINDOA IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORA6E OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HAE�ITABLIE ROOMS. q. SEE SHEET AIJ FOP, ADDITIONAL NOTES. 10. SEE SHEET AI.5 FOR VENTILATION SCHEDULE. IL SEE SHEET AI.5 FOP ALARM SCHEDULE. 4 -15047 TltWf� i,4M STANDARD FLATt PIRIG04T, Al�',S SUPFLOOK STANDARD HEADER PER�HT: A15OVS SUPPLOOR STANDARD HEADER 4X12 MmlDr-, ALL 11035 4 5HOAER 5TALL5 I� r[REBLOCK BETY-EEN STUDS 2. LIMIT SHOYER FLOIN TO 5 r5FM. 5� AALLS SHALL BE YNIATERPROOF TO'70" MIN. ABOVE PRNN OUTLET. 4. ALL (5LAZINC7, INCLUDIN6 NINDOPG NITHIN -70" OF DRAIN INLET, SHALL BE SAFETY 6L. 5. THE KATER RE51STANT &M BASE FOR TILE IN SHONER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILINC7. 1/2" 2-51/2" 5--0" 4�-O" 51_211 W-5 1/2" ROOF BELOA I F INALL 5ELOY4 I K 1(3 lu Lul ISLDR 2"5. AMT (56) E&RE55 R. 4 S. T1 tin 2484P CPT TILE T11 1 4 0 _—,,_C_HA5EFOR A' CF;T :�Ftr-_:AT) 4 RETURN AIR BDRM2 248jO S. W-1 CPT 0 -1 Y41 1,1 5 LINNEN CPT 1 tn % _JJ ROOF E IE 11-61 V_r 41 5/411 '-4 1/2" 3A 5/4' (13 0) TUB; -1 ADN r� M40 17 5E FAN - HOUE V AL OVV�BRRI 12,-B 1/21, 2'-1 4'-3 1/2' 2'-0' 4'-4 1/2" V-4 1 a) BA MBA 2 t- TILE CF`T TILE 0a TILE -dk- �9� 0 248P ICE 4'-4 1/2" �,A NEN SH 0 t T (2) 268P EF _Q_ 14� in to 5 1_15 I/all 31-1 1/2 2-2 5/6' `H WARDRAIL TO RESIST 200 L.55 4 IN -FILL COMPONENTS, 711 r - NSTEP KroT RE1515T 50 P5F PER lf;Z TABLE REOIS PICKM 5K4U _rV COFFER BE SPACM NOT ALLOA A 41 TYP. IDN. 611 F\- VIA. SPfC-RE To PA-55 THWU5H K6LL Eel 151-611 in. 1�30F I L 10 1/2" -1 Q E lEl MSTR BVEM I _+22"xBO" PROVIDE MIN BONU5 e-pT 10 0FT ATTI'0 ACCESS INSULATE OFT J �nN 4 YSEATHER. STRIP FFIT DONN TO OTTOM OF BEAM T BELO" -Z (51) (56) FX17, 5 CEMT 0 to F F 4 —7 L L 111111io- loll '-11/4' 4'-5' 1 /f, 6 ._4 1/2" 4�-5 1/2" 2:2'_5 1/2` I 0 REVIEWED FOR CODE COMPLIANCE APPROVED RRECTIONS OR7717CY2020 FEB 2 5 2021 City of Tukwila BUILDING DIVISION DrQ*, ch.,I,., VV I RFECVED CITy FTIUKWILA AUG 06 2070 PERMIT CENTER LJ t i 47"N Imi glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of . The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. se 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, a 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 ram at (360) 956-2342 for assistance. Piqect Intonration Contact Infannation Heating System Type: All Ottic,Systeris H.tp.dp To sed detailed instructions for each section, place your co,sor on the mrd 'Inatnictians�, DesIqn Temperature Design Temperature Difference (AT) 46 AT -Indear (70 degrees) - 00cf-D-g, Tedp Area of Building Conditioned Floor Area 1 Conditioned Floor Area (sq ft) Average Ceiling Height Average Ceiling Height (it) Glazing and Doors Skylights insulation Attic Sing [a Rafter or Joist Vaulted Ceilinas R-33 Wnted 111---.1 ................ Above Grade Waiis reae Figure 1) R-21 lrtlldiadiat� Floors Fp Be low Grade Walls reas Fia.. I) F-_21 Slab Below Grace f-Fi-.1) R-5 Ths-il Break at IhIs edge Slab o n Grade fase, FI-ar- 1) Location of Ducts ...................................... Conditioned 5 P a Conditioned Volume 37,451 U-Factor X Area = UA 0.28 1=1 202.16 U-Factor X Area = UA 0.50 3.00 U-Factor X Area = UA 0.026 47.14 U-Factor X Area UA 0.027 1 �o 5.13 U-Factor X Area UA 0.056 194.50 U-Factor X Area UA 0025 16.81 U-Factor X Area UA 0D42 42.89 F-Factor X Length UA 0,570 F77771 F-Factor X Length UA 0.360 63.36 Duct Leakage Coefficient 1.00 SumofUA 574.98 Envelope H 0 atLoad 26,449 B1. I He., Figure 1. S.-WAXAT Air Leakage Heat Load 18,605 Stu I Hour golade x c6XATX�018 Building Design Heat Load 45,055 Bid H Air Leakage, E-1,p, H,,tL,ss Building and Duct Heat Load 45,055 Bid Hour Dkids in -onest-ed spare, Sum ofBivfdrg heat Loss X t 10 Ddcts io eaddi-ed space, �ia offkalding He& L ... X 1 Maximum Heat Equipment Output 63,076 BIU I Hour Buildilgi and Duct Heat L .. X t4i) te, F.. kr Furnace addegog ced Diist Hesa Loss X 1 25 for Heat �idp INALL FLA5HIN& NOTE5: ELEVATION NOTES I . PROVIDE WNTINUOILIS METAL &;rTER5 APPROVED CORRO51ON RES15TIVE FLASHINS TYPICAL� SHALL BE PROVIDED IN THE EXTERIOR YiALL 2. PROVIDE ROOF VENT5 PER IRC ENVELOPE IN SUCH A MANNER AS TO PREVENT SECTION R&OI5.1 TYPICAL. ENTRY OF INATER. INTO THE Y4ALL CAVITY OR 3. PROVIDE &ALVANIZED SHEET METAL FENETRATION OF YiATER TO THE BUILDIN6 FLASHIN6 AND COUNTER FLA5H]Nrg AT STRUCTURAL FRAMIN6 COMPONEENT5. THE ALL ROOF PENETRATIONS INCLUDIN& FLASHINS SHALL EXTEND TO THE 5UPFACE OF CHIMNEY5. THE EXTERIOR AALL FIN15H AND SHALL BE 4. REFER TO SE(TION RIOOI lRr FOR INSTALLED TO PREVENT I FROM CHIMNEY CON5TRZTION. REENTERIN6 THE EXTERIOR KALL ENVELOPE. 5. PROVIDE YEATHER-5TRIPPIN& AT ALL APPROVED CORROVON-R.E515TANT FLA5HIN65 DOORS AND ANDOAS. CAJJLK ALL SHALL BE INSTALLED AT ALL OF THE FOLLOI JOINTS AND PENETRATIONS IN EXTERIOR LOCATION5 AS APPLICABLE. KALL. 6. BRICK TO BE SUPPORTED BY STEE L AT THE TOP OF AH EXTERIOR NINDON AND LINTELS AND SHALL NOT BEAR ON AOOP DOOR OPENIN65 IN SUCH A MANNER AS TO BE FRAMIN6. LEAK PROOF EXCEPT THAT 5ELF FLA5HIN55 NINDOAS HAVIN6 A CONTINUOUS LAP OF NOT 1. FIN15HED EXTERIOR &PAVE TO SLOPE LE55 THAN 1 1/2" OVER THE 5HEATHINC7 MATERIAL AKAY FROM BUILDINS, AT A SLOPE OF AT AROUND THE PERIMETER OF THE OFIENIN& LEAST 2% FOR A MINIMUM OF 5 FMT. INCLUVIN6 CORNERS, 120 NOT IREOUIRE 8. P05T APPROVED NUMBERS OR ADDRE55 ADDITIONAL FLA51-111,16. JAMB FLASHING, MAY ON THE VAELLIN65. ADDRESS SHALL BE AL50 BE OMITTED AHEN SPECIFICALLY PLAINLY V151BLE AND LE61BLE FROM THE APPROVED 5t' THE BUILDINS OFFICIAL. STREET FRONTINS, THE PPELLIN&. AT THE INTERSECTION OF CHIMNEYS OR OTHER, MASONRY CONSTRUCTION Y41TH FRAME OR STUCCO KAILL5, NITH PROJECTING, LIPS ON BOTH SIDES UNDER STUCCO r-OPIN65. UNDER AND AT THE ENDS OF MASONRY, METAL OR INOOI:> COPIN65 AND SILLS CONTINUOUSLY ABOVE ALL PROJECTIN6 V400D TRIM AHEIRE EXTERIOR PORCHES, DECK5 OR STAIRS A77ACH TO A YqALL OR FLOOR ASSEMBLY OF V400D FRAME CONSTRUCTION AT NALL AND ROOF INTERSECTIONS AT 5UILT-IN GUTTER5 25_1.toL�_ - - T ii- J PLATE g MAIN I WI -------- MAX. HEkSHT TO MIDPOINT OF HI(5H=-ST 1�!1:16E _JZ_ MIDPOINT OF H16HE5T PIDSE (2615.65', T ,2x4 RIM OVER 2x12 ,;r a Ap = BOARD TYF� - - - iiABLE_ 9NDT. 4- RAKMS ------------ - ----------------------------- Z COMF`05FTI&I�� SHINSLES lx4 I RIM o 24" O.C. OVER 5MO, SMOOTH HARDIE-PANEL 5x4 FLAT ON 2X& TRIM CONT. METAL W I I - OVER 2x6 FASe'l A Ja Hfl -2xI2 BARiSE P4/ IxSAxS RAKE TRIM -Ixb CENTERM ON 2A2 TRIM 2xI2 TRIM !Kimw - lot, "TaiffifTo r 11 [Bill, IM11 7m] 111, W. MIN _11111M. SEE" ir"11111VIN VIVO- 2191 L al No li, I 7r- IRA 1-1-sirmus ON gT- ON N mri-R., ==411iWWri-a�41 ��� ---------------------------------------------------- ---------------------- L- - - - - - - - - - - - - - - - - - - - - - - - -- NORTH (FRON ELEVATION - SCALE: 1/4" = IL-O" , f�OINT OF HIC-HEST PID&E- - - - RAIL TO RESIST 4-FILL COMPONENTS 50 P5F MR IRCI � PICKETS SKALL 40T ALLOIA1 A 4' TO PA65 THROU&H --RE\11!rDl -FOR-i MP "ODE 1 0 PLIZNC APPROVED FEB 2 5 2021 City of Tukwila WILDING DIVISION t a: D 0 uj Cl) Z n (.9 2� 0 0 t- CC) oo OD M C'J 00 W W C? T �! 0) UJ 00 C\I 00 0 Z ;: :S 00 �e C:) W CD 2 W (0 F- LL W 71 0 _J LLJ R.A.T., C DR171 ,&RREC'n-s A Dm;I Checked Dat. atutwo6am RE TY Sheiit 0�"O UKW AUG 0 6 wo ERMIT CENTE M*6 S.W. Job NALL FLASHINIS NOTE-5: APPROVED CORRO51ON RESISTIVE FLASHIN& SHALL BE PROVIDED IN THE EXTERIOR KALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF YqATER INTO THE AALL CAVITY OR PENETRATION OF NATER TO THE 5UILPIN6 STRUCTURAL FRAMIN(5 COMPONENTS. THE FLASHIN6 SHALL EXTEND TO THE SURFACE OF THE EXTERIOR KALL FINISH AND SHALL BE INSTALLED TO PREVENT Y4ATER FROM REENTERIN6 THE EXTERIOR INALL ENVELOPE. APPROVED CORRO5ION-REEISTANT FLASHIN&S SHALL BE INSTALLED AT ALL OF THE FOLLOININ& LOCATIONS AS APPLICABLE, AT THE TOP OF ALL EXTERIOR 114INVOY4 AND DOOR OFFNIN(55 IN SUCH A MANNER AS TO BE LEA< PROOF EXCEPT THAT SELF FLASHINry NINDOM HAVINCS A CONTINUOUS LAP OF NOT LESS THAN 1 1/2" OVER THE SHEATHIN& MATERIAL AROUND THE PERIMETER OF THE OPENIN6 INCLUVINS CORNERS, DO NOT REGUIRE ADDITIONAL FLASHINS. JAMB FLASHINC7 MAY ALSO BE OMITTED INHEN SPECIFICALLY APPROVED BY THE BUILVINC, OFFICIAL. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION NITH FRAME OR STUCCO AALLS, AITH PROJECTIN& LIP`5 ON BOTH SIDES UNDER STUCCO COPIN65. UNDER AND AT THE ENDS OF MASONRY, METAL OR YqOOD COPIN&E, AND SILLS CONTINUOUSLY ABOVE ALL PROJECTINro Y400P TRIM NHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A KALL OR FLOOR ASSEMBLY OF Y400P FRAME CONSTRUCTION AT KALL AND ROOF INTERSECTIONS AT BUILT-IN (5UTTER5 ELEVATION NOTES 1. PROVIDE WNTINJOUG METAL GUTTERS TTFIr,AL. 2. FROVIVE ROOF VENT5 PER IRr, SECTION R606.1 TT'PICAL. 3. PROVIDE &ALVANIZED SHEET METAL FLA5HINC, AND COUNTER FIA51-IIN6 AT ALL ROOF PENETRATIONS INOLUVIN& CHIMNEYS. 4. REFER TO SECTION RIOOI IRC. FOR (�HIMNEY CONSTRU,,TION. 5. PROVIDE YeAT�15R-5TRIFPINS AT ALL DOORS AND AINDOA5. CAULK ALL JOINTS AND PENETRATIONS IN EXTERIOR KALL, 6. BRIOK TO BE SUFFORTE12 BY STEEL LINTEL5 AND SHALL NOT BEAR ON YqOOD FRAMIN6. 1. FINISHED EXTMIOR &RoNDE TO SLOPE AKAT` FROM MILDIN6 AT A 5LOFE OF AT LEAST 2% FOR A MINIMUM Or 5 FEET. b. P05T APPROVED MH15ER5 OR AD12RE55 ON T�E OPELLIN6. ADDRESS SHALL BE PLAINLY V1515LE AND LE&BLE FROM THE STREET FROWNS THE: DYELLINrv. I cl- Z uj c) cl) W c� I? W �! -OD 04 00 z C14 c\I � -t 00 se -� 0 W -J cf) CD W co ;;; �- U) 71 0 F— U-1 —j L,j :VlEf&D FOR )E COMPLIANC APPROVED FEB 2 5 2021 of Tukwila qG DIVISION R-W— Q7 7,7C�2%R2ECTIONS 0 Prescriptive Energy Code Compliance for All Climate Zones in Washington All C[Imatq,,gon,es� R-Value' U-Factor' Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0�50 Glazed Fenestration SHGC'-' n/a n/a Ceilingk 49i 0.026 Wood Frame Walig,mn 21 int 0.056 Mass Wall R-Valuel 21121' 0.056 Floor 301 0.029 Below Grade Wall',m 10/15/21 1 nt + TB 0.042 Slab d R-Value & Depth 10, 2 ft n/a 'iaoie F<4UZ.I.l and I a we K41JZA.�3 t-oomotes incivaeo on Fage z. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to arhipve the following minimum number of credits: 3mall Dwelling Unit: 1.6 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to eAsting building that are greater than 500 square feet ofheated floor area but less than 1500 square feet. Medium Dwelling Unit: 3.5 credits Al dwelling units that are not included in #1 or #3. Exception: Dwelling units seNng R-2 occupancies shall require 2.5 credits. 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. t. Additions less than 500 square feet: .5 credits Table R406.2 Summary nntinn nARnrintinn C.'rpriit(.,) la Efficient Building Envelope 1 a 0.5 lb Efficient Building Envelope I b 1.0 Ic Efficient Building Envelope 1 c 2.0 Id Efficient Building Envelope I d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Ar Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1 �0 4 High Efficiency HVAC Distribution System 1B 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1�0 5c Efficient Water Heating 5c 1,5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 1.0 1.0 0.5 1.0 ------- ------- M;�N=U TRU55ES o 2411 0. I 1 -,-4-1 INSULATION TYP STAI R 3/4" T. 4 rv. FLYAOOD V`IB HALL BEYOND OVER 14" TJI FLOOR JOISTS NIC, COMPOSITION 5HIN&LE5 OVER 151b FELT OVER 1/2" CDX OR 0.5.5. OVER TRUSSES PEP, PLAN INSULATION BAFFLE �CONTINUOUS (SU OVER 2x5 FASO A 2xC7 STUDS 16" O.C. YV R-21 INSULATION TYP. FIN15H PER ELEVATION OVER 151b FELT OVER OVER 1/2" COX OR 0.5.5. MIDPOINT OF HIGHEST ROSE F1 PLATE o MAIN RAILIN& o 56" A.F F PICKETS SPACED NOT < +56"H WARDRAIL TO RESIST�36"H WARDRAIL TO RESIST TO ALLON A 411 dio. 11 200 LBS 4 IN -FILL COMPOMWe LES 4 IN -FILL COMPONENTS SPHERE TO FA-55 < MST RES15T 50 P5F PER ln;T 75105T 0161-f PER IRC < TABLE R5015 PICKETS SW P KETS fe I..S5P THROU6H NOOK 11 SHALL BE SPACED NOT ALLON A BE �PACED NOT ALLON A 4' 5/4" T. 4 (9. FL'TYqOOP < VIA. SPHERE To PASS TH"'.7""T" PASS T""" OVER 14" TJI FLOOR JOISTS *120U Kwn 0.0 3.50 5ULDIN& SEC710N 'A' - SCALE: 1/4" = 1'-0" 3a High Efficiency HVAC Equipment 3a: minimum AFUE of95% gas, propane, orcil-fired furnace OR minimum (1.0 pt AFUE of 92% gas, propane, or oil -fired. boiler. Plans shall specify type, size, and minimum efficiency. (0.5 Pit 4 High Efficiency HVAC Distribution: All heating and cooling components installed inside conditioned space. All 11 "1 1 '01 Po- combustion equipmentshall be direct vent or sepled combustion, No system components installed in crawlspace. Duct type and length limitations and insulated to R-8 iflocated outside conditioned space. No electric resistance heat or duciless heat pumps perm ifted. Direct combustion heabng equipmentwith AFUE not less than 80%. Plans shall show ,equipment type and location of all equipment and ductwork. (1.0 pt) 5a Efficient Water Heating 5a: All showerheads and kitchen sink faucets shall berated at 1.75 gpm or less, all g6 pjj others at 1.0 gpm or less when tested in accordance with ASME A112.18.*I/CSA B125.1� (0.5 pt) . 5b Efficient Water Heating 5b: Water heating system shall include one ofthe following: gas, propane or oil water (tO Pt) heaterwith minimum EF ofO.74; OR water heater heated by ground source heat pump with minimum COP of3.3 OR open -loop water source heat pump maximum pumping hydraulic head of 150 ft and with COP > 3.6. Plans shall specify heating equipment type, size, and minimum efficiency. (11.0 pt) 5A - RHEEM R."[6VAII52524 M5A rvA5 FURNACE (415% AFUE) TOTAL MAX FURNACE OUTPUT= 40,600 5TUH 515 - AMERICAN - HF5E 1025CH045r>V-50 iSAL HYBRID &AS/ELECTRIC HEAT PUMP VqATER HEATER EF=2."72 F=- . ROOF11`4 PER ELEVATION 30/ FELT 1/16" 0,10 SHEATHING, TYP 2x RAFTaRS OR TP1,1SSsS PER PLANS INSULATION PER PLANS V Q1113 CE-ILIN4 FINISH 1114" SIDING-1 FtR PLANS OVER IS/ FELT 014 MK %" APA-R.ATED SHEATHII,4 OVER 2x6 STUDS * 16U OC� R-21 FIDSj;r4LASS ISATT INSULATION Y, (3413 HTERIOR FINISH FLa-OR FINISHED FLOORII,4 ON %" T* UL ORADS PLYWOOD OVER FLOOR JOISTS PER PLANS R-30 EATTS OVER 04HSATED SPACE 3V Caia cSILIt,4 ovrR rNis;-mr) spAcs REVlj� �DFOg CODE COMPLIANCE APPROVED FEB 2 5 2021 City Of Tukwit.1 BUILDING DIVISION U WILA AUG 0 6 2020 PERMITCENTER _j 0: D 0 Z Uj CO M (5 7; 0 0 rl_ 00 co co 0) C'4 00 F5 W C� I? C\l a) LIJ < oo 04 00 04 N 00 0 cl) (D - W co Y 1-- I R.,W C C R MONS 0 17717 �2 OR2 EC 0 A 5UI3FLR WAIRDRAIL IxI2 FIN15H . t 2X4 I3LKC,, 2x4 6PAC5R 2X4 STUD WALL 6 T A 1 FR TA I U-PLAN STAIP. Obl-111 JOLATC, 1411 JOIST) VENTILATION CU� MIN. 3"X3t, HOT WATER PIPE INSULATION f;eEdl WALL FRAMINCq STI CLEARANCE- TO COMPU5TIPLES OR AS PER MANUF� LISTINci. MIN. 0'xg�," SCL 13-',,%NT EXHAUST EXPAII,15ION TANK ndb wl CLOSED PLUM13INC, SYSTEM PER UPC SECTION 608.3 COLD WATER SUPPLY PIPE III/ 514UT OFF ( SEE- NOTE %) TEmPERATufes AND PRESSURE RELIEF I/ALVE (DRAIN To OUTSIDE OR OTHER AFFIRO'�SD LOCATION) (2) 22 (�4A. x 3/4" SEISMIC STRAPS REQUIRED a UPPER AND LOWER 1/3rd OF TANK. CONTROL UNIT let' MIN. RE&D, EISTUSEN 130TTOM rm4s OF SOURCE IrNITION AND FINISH FLOOR LEVEL. UPC 50E STAND REQIp IN CqARA(�jG LOCATIONS PER UPC SOW4 (1) 13OLT STAND TO WALL OR FLOOR PROVIDE PROTECTI',S STEEL 13OLLARD IF WATER HEATER IS PLACED IN FRONT 2x4 STUD HORIZONTAL 2x4 CROSS 13RACE 0 EACH STRAP ACROSS 4 STUD5 r4l' MIN. 12 MAX. 114" x 4" LAr, SCREWS w/ CUT WASHERS 1/4" . 2" LAI. SCREWS wl CUT WASHERS TOP Viraw STRAP FASTENED TO CROSS DRACS FIROADE WOOD ELOCKINGq J3I;TWrrN WALL 4 TANK 6 EACP STRAP 'x 4" LA4 SCFGW5 i CUT WASWrf;z5 TOP VIEW STRAP FASTENED DIRECTLY TO STUD PRAMINri ISOMSTRIC MIACERAM OF A FARKIN(:� STALL. PROVIDE ADrOJATE ANCPORArAr To FLOOR GINIGNAL 1. PLUMBERS TAPE SHALL NOT RE USED AS A SEISMIC ANCHOR STRAP. 2 WATER HEATER SHALL BE STRAPPED To RESIST MOTION DUPING AN EARTHQUAW- — A MINIMUM OF TWO STRAPS. ONE LOCATED AT THE UPPER THIRD AND ONE LOCATED AT THE LOWER THIRD OF THE TANK BODY. & FASTENERS USED TO ANCHOR THE RESTRAINTS TO THE WALL SHALL BE 11V x 4* LAG SCREWIS INTO THE WALL FRAMING MEMBERS. DRILL PILOT HOLES ON CENTERLINE OF STUD, INSTALL 114W LAG BOLTS W/ CUT WASHERS THROUGH HOLES IN THE STRAP. 4. UQUID & PASTE FLUXES FOR SOLDERING APPLICATIONS OF COPPER & COPPER ALLOY TUBE SHALL BE MANUFACTURED TO MEET THE ASTM B 813 STANDARDS. THE WATER HEATER INSTALLER BHAUL COORDINATE AND SCHEDULE ALL REQUIRED INSPECTIONS. INSTALL 2 AIR VENT DUCTS TO PROVIDE FOR COMBUSTION AIR REQUIREMENTS, EACH DUCT SHALL HAVE A MINIMUM AREA OF I SCLIN. OF VENTING PER 6,000 BTU/H INPUT. 7. INSTALL A VACUUM RELIEF VALVE IN THE COLD WATER SUPPLY LINE ABOVE THE HIGHEST POINT OF THE TANK NO OTHER VALVE SHALL BE PLACED BETWEEN THE RELIEF VALVE & THE TANK S.- IF WALL FRAMING MEMBER PLACEMENT IS NOT LOCATED To DIRECTLY ATTACH ANCHOR STRAPS, PROVIDE A 2X4 BRACE PERPENDICULAR TO THE FRAMING MEMBERS AND ACROSS A MINIMUM OF 4 STUDS, TO ALLOW FOR THE PROPER ATTACHMENT OF THE SEISMIC ANCHOR STRAP. 2 T I T—ICAL MC-044ANICAL 6%1 '00TEMS INSTALLATION REGUIREMENTS FURNAIE- NIT SHIOUN FOR ILAFITY No SCALE HANDRAIL Ix12 5KIRTDOARD MITFSD TO FIN1514 RISERS 1.12 FINISH 6TRINcqER 2xI2 STAR CARRIAr4r 4 3/4' TYF. a HANDRAIL 0,�" 5ALUSTEIR 4" SPHERE Ix12 5KIRTIBOARD MITRED TO FINIOW RSERS 2x4 Noms SOLID 5LOCK EGTWrrN STRINGERS a 70P AND 150TTOM OF CONCEALED SPACE ALL ENCLOSED USAPLE SPACS UNDER THE- 5TAIFP. SHALL HAVE- 1/2" CqYPSUM WALLPOARV INSTALLED ON THE ENCLOSED SIDE OF WALLS AND SOFFITS UJRAfl LL NDOW WRAP AT WEAD PANDI 41;" DIA, SPHERs 41" PANDF SALUSTEI -A16T�I�66AC,S OF -�4Z�LC'IOT L A SPHERE AS 5HOLL44 INWT CWTAIL WANDR�L r VOLUTE NEWEL POST 1x12 SKIRT 00ARD lb"UVRAOrm OLDVATION wl R")m6m T T T-10AL. WRAP DETAILS AT %XT%iR1e-!)`1,9- WALL OPSNINCRS WRAf1 DETAILS AT DOOR AND WINDOW OPENINcqS SIMILAR jF, )W WRAP JAMIB6 (SEE ROM 1.) APPLY r WIDE WINDOWWRAP FLASHING TO BOTTOM OF ROUGH OPENING. SEAL OR STAPLE TOP EDGE ONLY, LEAVING BOTTOM AND SIDE RAPS UNFASTENED TO ALLOW BUILDING PAPER TO TUCK UNDER. SEE FIGURE 6 SIV2 (SEE FIGURE 2.) INSTALL CORNER FLASHING AT EACH END OF JAMB. APPLY SEALANT TO TOP EDGE. STEP 3 (SEE FIGURE 2.) INSTALL BILL PAN FOR THE FULL DEPTH AND WIMH OF SILL POLD OVER THE EXTERIOR SILL FLASHING A MINIMUM OF THREE INCHES. STEP4 (SEE FIGURE 3.) SEAL WINDOWTO OPENING BYAPPLYINGA CONTINUOUS BEAD OF SEALANTTO BACKSIDE OF MOUNTING RANGE NEAR OUTER OF SIM AND HEADERONLY (ASANALTERNIATIVEAPPLYSMANT TO PERIMETER OF OPENING ALONG THE SIM AND TOP AT A PONT TO ASSURE A CONTINUOIIIS SEAL TO THE BACKSIDE OF TIE MOUNTING FLANGE.) USE ONLY EXTERIOR GRADE ELASTOMERIC SEALANT. SHIM AND ADAJISTWINDOWTO PUJIMB, SQUARE AND LEVEL CONDITION. USIECORROSIONRESISTANTFASTENERS PER MANUFACTERS INSTALLATION INSTRUCTIONS. 81MPG (SEE FIGURES 4 AND S.) APPLY V WIDE WINDOW WRW FLASHING OVER SIDE WINDOW RANGES. USE SEUFAOHESIVE WRAP OR APPLY SEALANT TO RANGE AND PRESS WRAP EDGE IN70SEALANT LEAVETHEAREADMOWTHETOPOF THE LOWER COURSE OF BUILDING PAPER UNFASTENED. TO ALLOW FOR THE BUILDING PAPER TO BE INSTALLED UNDERNEATH THE JAMB AND SILL RASHN13 (SEE FIGURE4 REPEATATHEADOFWINDOW. CAUUI[ALL JOWS, HOLES, GAPS ORTORN ARMIN WRAP. STEP 6 (SEE FIGURES a AND T.) INSTALL PRE+1N1SHW 24 GA. GALV. HEAD FLASHING AT TOP OF OPENING FRAME. EXTEND FLASHENG SW BEYOND THE JAMB OFTHEFRAME. APPLYAW WIDE SW ADHESIVE SSS BITUTHENE MEMBRANE STRIP OVER HEAD FLASHING AND EXTEND EACH END A MINIMUM OF Ir BEYOND THE JAMB EDGE OF THE FRAME. STIEP 7 (sm FIGURE &I INSTALL BUILDING WRAP FROM BOTTOM TO TOP, OVERLAPPING EACH SUCCESSIVE COURSE. SUP BUILDING WRAP UNDER BILL SECTION OF WINDOW WRAP SEAL OR STAPLE WINDOW WRAP IN MACE OVER BUILDINGWRAP. INSTALL BUILDERS WRAP OVER JAM SECTION OF WINIDOW WRAP RAM TO WINDOW FRAME INSTALL BUILDING WRAP OVER HEW SECTION OF WINDOW WRAP RUSH TO WINDOW FRAME 0 C9 cf) c') 0 0 t- oo 00 00 0) C'j Co UJI c� 19 �2 - 9 00 04 00 CD Z ""', " �3 �3 N cq < 'r CO y -j Lu V) Uj cl 10 EJ00 :3 < U1 z 13 ic El LO 0 EJ to I:VIE YVED FOR )E COMPLIANC APPROVED FEB 2 5 2021 of Tukwila YG DIVISION RW.1— A CITY CORRECTIONS DIAPHRAGM AND HOLDOWN SCHEDULES 7�i APPROVAL BY THE DESIGNER AND THE ENGINEER OF TI-E RECORD THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND ITS COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCING OF OR PROCEDURES REQUIRED TO PERFORM THE WOW, ALL CONTRACTOR IMIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESKINER OR THE ENG14EER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION THESE STRUCTURAL DRAWINCIS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTIOR ALL STRUCTURAL SYSTEMS WHICH Air TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DUFUNG MANUFACTURING, DELIVERY, HANDLINGA STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER APPLICCAME OOM AM STAMAWS THE STRUCTURAL DESIGN HAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS. AMERICAN CONCRETE INSTITLUE ACI 31841 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI-=-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE-SP 66-04 CONCRETE DETAJUNG MANUAL AMERICAN iNSTTTU`rE OF STEEL OONMUCTION - ANSI/AISC 360 SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL. AMERICAN WELDING SOCIETY - AWS STRUCTURAL WELDING CODE. STEEL STRUCTURE PAINTING COUNCIL - SSPC STEEL STRUCTURE PAINTING MANUAL U.S. PRODUCT STANDARDS - PS - 1- 74. INTERNATIONAL BUILDING CODE (IBC) 201[5 EDITION.+ 2015 RIC NATIONAL DESIGN SPECS FOR WOOD CONSTRUCTION (NDS) 2015 EDITION. NDS FOR WOOD CON87R W/ 2015 SUPPLEMENT SO PWS 201t SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC. WESTERN WOOD PRODUCTS ASSOCIATION - WWPA GRADING RULES FOR LUMBER AND PLYWOOD AMERICAN SOCIETY OF CIVIL ENCINEERSASCEISE1 7-10 MIN DESIGN LOADS FOR BLDGS + OTHER STRUCTURES DOW IN ADDTMON TO THE DEAD LOADS, THE FOLLOWING LOADS WERE USED IN THE PREPARATION OF THIS DESIGN AS REQUIRED BY CHAPTER 16 OF THE INTERNATIONAL BUILDING CODE. LIVE LOADS SOIL PRESSURE ROOF 25 PSF SOIL BEARING 1500 PSF (ASSUMED) CEILING 10 PSF ACTIVE PRESSUREwmm 35 PCF (ASSUMED) FLOOR 40 PSF ACTIVE PRESSUREwm3m, 55 PCF (ASSUMED) DECKS 40 PSF EOUIV PASSIVE 300 PCF (ASSUMED) EXTERIOR BALCONY 60 PSF BASE FRICTION coEFF 040 PCF (ASSUMED) trMR + CORRIDOR 60 PSF ROOF SNOW LOAD GROUND SNOW LOI 25 PSF t FLAT ROOF SNOW LOAD Pf 25 PSF Z SNOW EXPOSURE FACTOR CE -1.0 3. SNOW LOAD IMPORTANCE FACTOR Is 40 4. THERMAL FACTOR Ct .11 EARTHCUAKE DESIGN DATA: WIND DESIGN DATA: (ANSI/AF+PA WFCM-2015) t RISK CATEGORY 2 t ULTIMATE WIND SPEED (3 SECOND GUSD VULT -110 MPH 2 SEISMIC MAPORTANCE FACTOR Is 40 Z RISK CATEGORY 2 3 MAPPED SPECTRAL ACCELERATION, SHORT PERIOD SS-1-5059 3. WIND EXPOSURE B MAPPED ECTRAL ACCELERATION, 1 SECOND PERIOD St-0-1659 4 INTERNAL PRESSURE COEFFICIENT N/A 4. SITE CLASS D 5 SPECTRAL RESPONSE COEFFICIENT SHORT PERIOD sDstoo3g 5. COMPONENTS AND CLADDING REFER TO DRAWINW SPECTRAL RESPONSE COEFFICIENT 1 SECOND PERIOD SDI-0665g 6 TOPOGRAPHICAL FACTOR KZr-t15 6. SEISMIC DESIGN CATEGORY D 7 BASIC SEISMIC FORCE RESISTANCE PLYWOOD SHEAR PANELS & DESIGN BASE SHEAR V-SEE CALCS 9. BENNO RESPONSE COEFRCENT CS-0.13 10. RESPONSE MODIFICATION FACTOR R-6.5 It. ANALYSIS PROCEDURE USED EOLATERAL FORCE (ASCE7-10,71ZO) FOUNDATIONS ", ;j " " , 11 IWAMAQ&N, .sI 'i ilw__ m= AND OTHER STANDARD WALLS DEFAULTING TO PI-6 ME SHEARWALL SCHEDULE ONTHIS SHEET FOR SPEC99C ANCHOR BOLT REQUIREMENTS AT ALL SHEARWALL LOCATIONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f � AS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMERICAN coNI wsmurb STANDARD 3% -bP66iFicAmm FOR STRUCTURAL CONCRETE FOR &&DI AN AIR ENTRAINING ADMIXTURE CONFORMING TO 113C STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER PROVIDE 5*/:t t5*/ ENTRAJNEID AIR MAXIMUM. MAXIMUM SLUMP SHALL BE 47 AT TIME OF PLACM COMPRESSIVE STFIENGHT OF 3,000 Pei IS REQUIRED FOR ALL EXTERIOR AND EXPOSED CONDITIONS PER PER 180 AND/OR IRC GOVERNING CODES P 3000 Pei 51 NO SLABS ON GRADE, FOUNDATIONS + F007NM GROUT FOR POST BEARING PLATES SHALL BE NON-SHFUNK TYPE WITH MINIMUM COMPRESSIVE STRENGTH OF Z500 PSI AT 28 DAYS. REINFORCING STEEL CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3' FORMED SURFACES EXPOSED TO EARTH OR WEATHER #5 BARS OR SMALLER #6 BARS OR LARGER SLABS AND WALLS (INTERIOR FACE) WELDED WIRE FABRIC SHALL CONFORM TO ASfM-185 LAP FABRIC T-O' MINIMUM AT SPLICES LAP ADJACEN17 MATS OF WELDED WIRE MESH ONE FULL MESH AT SOS AND ENDS STRUCTURAL STEEL SOM SAMN LUMM ALL FRAMING LUMBER SHALL KILN DRIED OR MC-19 AND BE GRADED AND MARKED IN CONFORMANCE WITH CLB STANDARD GRADING RULES FOR WEST COASTLUMBER NO 17 OR WPA WESTERN LUMBER GRADING RULES MOST CURREW EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS, t W X 6' STUDS (2x AND 31 MEMBERS): HEM FIR OR SPF STUD GRADE DESIGN VALUES Fb- 675 psi PI ISO psi Fo? 425 psi PC - 675 Pei E - 1,200,000 2.4' X 6' PLATES AND MISC. (2x AND 3x MEMBERS): HEM -FIR NO. 2 DESIGN VALUES Fb_ 850 PW Fv- 150 psi Foi` 405 psi For 1250 Pei E - 1,300,000 3. J06M AND RAFTERS (2x AND 3x MEMBERS): HEM -FIR NO. 2 DESIGN VALUES Fb- 900 Pei Fv- 150 psi Fc0? 405 psi F�- 1250 psi E - 1,300,000 4.4x BEAMS, DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 950 psi Fv- ISO psi Fco? 625 psi Fo- 1300 FBI E - 1,600,000 5.4x FC67S DOUGLAS FIR -LARCH NO. 2 DESIGN VALUES Fb- 875 psi Pv- 180 psi Fo? 625 psi Fo- 13M psi E - 1,600,1000 6.TIMBER BEAMS (RECTANGULAR 6x AND LARGERI: DOUGLAS FIR -LARCH NO. 2 DESIGN VALUES Fb- $75 psi Fo- T70 Pei Fc?- 625 psi Fc - 600 PSI E - 1,300,000 7. TIMBER POSTS (SQUARE 6x AND LARGERI: DOUGLAS FIR -LARCH NO. 2 DESIGN VALUES Fb- 700 psi R- 180 psi Fc? 625 psi Fc- 475 psi E - 1,300,000 81RUCTIAMIL CUM LAIIIIIIIIIIIIATM T&SM STRUCTURAL CLUED LAMINATED TIMERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI/ArrC STANDARD A1901 AND ASTM D 3737 EACH MEMBER SHALL BEAR AN A.LTC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL BEAMS SHALL BE DOUGLAS FR COMBINATION (24F-V4/DF OR 24F-VO/DF, AS INDICATED) WITH A STANDARD CAMBER (3500 Fr. RADIUS), UNLESS OTHERWISE NOTED ON PLANS. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. GLUE LAMINATED MEMBERS EXPOSED TO WEATHER OR MOM1*URE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. DESIGN VALUES 24F-V4/DF Fb ten - 2400 psi Fb comp - 1850 psi Fv - 240 psi Fc?6 650 psi Fe - 1600 psi E - 1,800,000 DESIGN VALUES 24F-V8/DF Fb ten - 2400 pm Fb comp, - 2400 psi Fv - 240psli F06 650 psi Fc - 1600 psi E - 1,800,000 STFWC7UML COMPOM UAI ENGINEERED WOOD SHOWN ON THE DRAWNW IS BASED ON PRODUCT MANUFACTURED BY WEYERHAUSER IN ACCORDANCE WITH IOC REPOW NO. ES EBR-1387 EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME PLANT NUMBER OF THE MANUFACTURIM THE CRADETHE 100 REPORT NUMBER AND THE DUALITY CONTROL AGENCY, AND SHALL BE FURNISHED TO THE FOLLOWING M94MUM STANDARDS. 13 E LEVEL TRUS JOIST; TIMBERSTRAND LSL (BEAM / COLUMN) DESIGN VALUES Fb- 1700 psi Fv- 400 psi Fc?- 680 psi Fo - = psi E - 1,300,000 1.55 E LEVEL TRUS JOIST. TIMBEFSTRAND LSL (BEAM) DESIGN VALUES Fb- 2325 psi Fv- 310 psi Fc?- 800 psi Fo - 2050 psi E - 1,550,000 19 E LEVEL TRUS JOIST.* MICROLLAM LVL (BEAM) DESIGN VALUES Fb- 2600 psi F%- 285 psi Fc?- 750 psi Fc - 2510 psi E - 1,9DOOOO 18 E LEVEL TRUS JOIST-. PARALLAM PSL (COLUMN) DESIGN VALUES Fb- 2400 psi Ft- NA. Fc?- NA Fc - 2500 psi E - 1800,000 ZO E LEVEL TRUS JOIST- PARALLAM PSL (BEAM) DESICIN VALUES Fb- 2900 psi Fv- 290 psi Fe?750 Pei Fc - 29DO psi E - ZOOOI JOISTS MANUFACTURED BY WEYERHAEUSER WOOD FRAMING THE FOLLOWING SHALL AMY UNLESS OTHERWISE SHOWN ON THE PLAINS: ALL WOOD FRAMNG COMPONEN719 NOT SPEC09CALLY ENGINEERED AND DETAILED ON PLANS SHALL BE CONSTRUCTED To COMPLY WITH IBC CHAPTER 23. TIE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS, UNLESS OTHERWISE NOTED, SHALL COMPLY WITH TABLE 230491 OF TIE INTERNATIONAL BLDOL CODE ALL NALS SHALL BE OTHEFAVISE 1010 MQ11 WALL FRAMING: ALL STUD WALLS SHOWN AM NOT OTHERWISE NOTED SHALL BE 2x4 STUDS - 16' o c AT INTERIOR WALLS AND 2x6 STUDS - 16' oc AT EXTERIOR WALLS AND WALLS SEPERATING HEATED AND UNHEATED SPACES AK94MUM OF THREE STUDSSHALLBE PROVIDED AT THE CORNERS AN:) INTERSECTIONS OF ALL WALLS AND A MMUM OF ONE TRIMMER STUD PLUS A SINGLE IONG STUD WALL BE PROVIDED AT EACH SIDE OF ALL OPENNW NOT OTHERWISE NOTED ON PLANS TRIMIMERS AT WINDOW AND DOOR OPENING INDICATED ON PLANS ARE AS FOLLOWS� (1) 2x ONE TRIAo1ER STUD PLUS A SINGLE KING STUD. (2) 2x TWO TRIMMER STUDS PLUS A SINGLE KING STUD (3) 2x THREE TRIMMER STUDS PLUS A SINGLE KING STUD. THE TRIMMER/KING STUD ASSEMBLY SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH TABLE 230491 AS STUDS A SINGLE 48 HEADER SHALL BE PROVIDED OVER ALL OPENINW NOT OTHERWISE NOTED PROVIDE CONTINUOUS= BLOCKING AT MID -II OF ALL UNSHEATHED STUD WALLS OVER 8'-0' IN HEIGHT ALL WALLS SHALL HAVE A SSWCLE ............... .................. ............ R1441.0-MROW, �F "I-61M. um-R. FLOOR AND ROOF FRAMING: REFER TO FRAMING PLANS FOR ALL JOIST, RAFTER AND BEAM LAYOUTS. DIRECTION, SPACING, TYPE AND SIZE SHALL BE AS INDICATED ON PLANS PROVIDE DOUBLE JOISTS UNDER ALL BEARING PARTITIONS THAT EXTEND OVER MORE THAN HALF OF THE VII imliIiA.IFM "ID 11111 QW1 A.", R-1 N SHEAR WALL SCHEDULE' mRncAL DIAPHRAGM) SHEARWALL WALL SHEATHING (PANEL) WALLSTUD NAIL EDGE FIELD BLOCKING BLOCK ABU`TTING TOP PLATE SOLE PLATE FOUNDATION FRAMING ALLOWABLE TYPE THICKNESS AND GRADE AND SPACING TYPE NAILING NAILING REQ`D SIZE PLYWOOD NAILING NAILING ANCHOR BOLTS ANCHOR LOAD3 GRADE PANELEDGE SIZE AND SIZE AND SIZE AND TYPE AND MEMBER SIZE SPACING SPACING SPACING SPACING SEISMICIWIND P" 7/16"APA RATED OR 15132' PLYWOOD ONE FACE HEM -FIR @ Wo.c. 8dCOMMON 6' o.c. 12"o.c. YES 2x 2x 16d @ 6- 16d 0 5' r ITS. 4. A35 @ 2v o.c. 240 PLF/336 PLF PI-4 7/16* APA RATED OR 15/32 PLYWOOD ONE FACE HEM -FIR 16* o.c. 8d COMMON 4"o.m 12* o.c. I YES 2x 2x 16d @ 3' 16d @ 3' 5/8',@ 32'o.c. A35 @ 12"o.c. 360 PLF/400 PLF PI-32 7116"APA RATED OR 15/32' PLYWOOD ONE FACE HEM -FIR 16"o.c. Bd COMMON 3"o.c. 12"o.c. YES 3x 3x (2) ROWS 16d @ 4- (2) ROWS 16d @,r 518. @ 24"mc. A36 @ 12' o.c. 450 PLF/630 PLF P1-2" 7116"APA RATED OR 1513Z PLYWOOD ONE FACE HEM -FIR @ 16' o.c. WCOMMON 2"o.c. 12"o.c. YES 3x 3x (2) ROWS 16d @ 3- (2) ROW S 16d @ 31 S/W @ 16*0.c. A35 @ a, o.c. 590 PLF/820 PLF P2_42.1 7116"APA RATED OR 15/32' HEM -FIR @ 16'o.c. 8dCOMMON 4"o.c. 12"o.c. YES 3x 3x (2) ROWS (2) ROWS 5/8. @ A35 @ 700 PLF PLYWOOD TWO FACES 16d @ 3- 16d @ 3' 12"o.c. 6"o.c. 1050 PLF P2-3". 7/16'APA RATED OR 15/32' HEM-FiR @ 16* o.c. 8dCOMMON 3* o.c. 12" X, YES S 3x 3x (2) ROWS (2) ROWS BIB. @ A35 @ 9W PLF / 16d @ 3- 16d @ 3' 12'o.c.. 6o.c, 1260 PLF P2-2',' 7/16"APA RATED OR 15/32' HEM -FIR @ 16"o.c. 8dCOMMON 2* o.c. 12"o.c YES Y +3x x 3x I (2) ROWS (2) ROWS 5/8. @ A35 ROWS 1180 PLF TWO FACES I I 16d CM 2' 16d@r 8' c.c. (2) 109"o.c. 1640 PLF . 1. ALL SHEAR WALLS SHALL COMFORM TO ISC SECTION 23 RED MNTS APPLY NAILING TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKM SHEATHING SHALL BE INSTALLED VERTICALLY WITH 4xIO SHEETS EXTENDING FROMTHE BILL PLATE AT THE FOUNDATION TO THE LOWER OF THE DOUBLED TOP PLATES AT TIE MAIN LEVEL AND FROM THE UPPER OF THE DOUBLED TOP PLATES AT THE LOWER WALL TO THE TOP OF THE DOUBLED TOP PLATES AT TIE UPPER LEVEL M-1E ALLOWABLE LOADS ARE NOT ADJUSTED BY 1.4 FACTOR FOR NINE�). 2. WHERE APA SHEATHING IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACNIG IS LESS THAN 6- 0 C ON EITHER SIDI PANEL JOWS SHALL BE OFFSET To FALL ON DIFFERENT RMING MEMBEFI, OR FRAMING SHALL BE 3x NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERED WHERE ALLOWABLE 94EAR VALUES EXCEED 350 PLF (NAL SPACING 3' OR LESS OR SHEAR WALLS WITH PLYWOOD APPLIED ON EACH SIDE OF STUD WALL) FOUNDATION BILL PLATES AND FRAMNCI FOR ABUTTING PANEL EDGES SHALL BE 3x NOMINAL WTTH STAGGERED NAILING. 5. ABOVE ALLOWABLE SHEAR CAPACITIES APPLIES FOR 2x SPRUCE -PINE -FIR FRAMING WACED NO MORE THAN 16' 0 C AND SHEATHI APPLIED DIRECTLY TO FRAMING MEMBERS 4.14 GAUGE STAPLES W/ 7/16'CROWN AND 2NOMINAL LEG LENGTH OR 0131 DIAM. P-NALS W/ 2'NOMN& LENOTH CAN BESUBSTITUTED FOR 8d COMMON NALS WITH REDUCED SHEAR CAPACITIES TO USE STAPLES. VEFIFY WITH ENCINEER. 5. ALL FASTENERS SHALL BE DRIVEN FLUSH WITH SURFACE OF SHEATHING. FOR FASTENER DIAMETER AND L840TK REFER TO FASTENER SCHEDULE BELOW PROVIDE A SNOLE JOIST OR UK 2x SOLD BLOCKING BELOW AND AT THE TOP OF ALL SHEARWALLS. FOR SHEARWALLS DESIGNATED PK P2-A P2-3, AND P2-2 SUCH JOISTS AND OR BLOCKING AT SHEARWALLS SHALL BE DOUBLED M41ERE JOISTS OR BLOCKING CONSW OF DOUBLED SOLD SAWN MEMBERS METAL FIRAMIINIG CLIPS SHALL BE INSTALLED AS FOLLOWD PI-2 A35 W o.c. P2-4 A35 W o.c. P2-2 A35 6o.c. METAL HOLDOWNS' SYMBOL MODELNUMBER' DBL STUD ALLOWABLE NAILING' LOAD (Lw)l HDU4-SDS2.5 WISSTB-24 5/8'ANCHOR BOLTw/21'MIN. EMBED AND (20)16d 21DD (10) SOS 114-a 112' LONG SCREWS (SYMBOL 1) TO DBL STUDS HDUI wl SSTB-34 718*ANCHOR BOLTW12r MIN. EMBED AND (14) SDS 114)2 M' LONG SCREWS (SYMBOL 2) TO DBL STUDS (24)16d 3700 A,l HDU8-SDS2.5 W/ SSTB-34 718' ANCHOR BOLT W/ 29- MIN. EMBED AND (30)16d 4000 (20) SOS 114')2 1/2' LONG SCREWS (SYMBOL 3 )TO TRIPLE STUDS HDUI I-SDS2.5 w/ SBI-30 ANCHOR BOLT W/ ZV MIN. EMBED AND 1(30) SOS 114W IQ* LONG SCREWS (SYMBOL 4)TO7RIPLE STUDS (,M) 11W 5200 STHD14/STHD14RJ STRAP TIE DOWN (20) 16d 38DD SINGLE I 114'COIL STRA114 (CLEAR SPAN + 241 NA 1462 DOUBLE 1 1/4'COIL STRAP 4 (CLEAR SPAN + 241 (16)16d 2924 ax 16 GUAGE GOIL STRAP4 (CLEAR SPAN + I 16d 4343 OIL STRAUPCLEAR SPAN + 601 (30)16d 5805 SPAN + 241 1 SEE STRUCTURAL NOTES FOR SPECIFICATION OF METAL CONNECTORS. 2 ALL METAL HOLDOWNS SHALL BE INSTALLED PER MANJFACTURES INSTALLATION REQUIREMENTS. 3. ALLOWABLE LOADS INDICATES IV/ WIND LOADING INCFIEASE� SEE MANUFACTURERS DATA FOR ADDITIONAL LOADING AND OR LIWTATIONS. LOADS MANUFACTUREITS REOUREIGNTS. 4. ALL 1 1114� STRAPS SHALL BE C816 BY SIMPSON OR EQUAL, ALL T STRAPS SHALL BE CMSTC16 BY SIMPSON OR EQUAL- S. THE DOUBLE 2x STUDS (STUD GROUP BOUNDARY ELEMENT) ARE TO BE NAILED TOGETHER (IN TWO STAGGERED ROWS) WITH EVENLY SPACED NAJUNCL SEE PLANS FOR TYPICAL SHEAR WALL CONSTRUCTION DETAL. DIP GALVANIZED IN ACCORDANCE WITH THE FOLLOWNG REOUIE14ENM G=F OW 0141OMATED COPPER ARBENATE (CCA) AND SODIUM BORATE (SBX) PREMIRE TREATED LLWER MNLM CORROSM PR071EC7M t ALL METAL CONNECTORS, HANGERS, MAPS, ETC SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASIM A-123 STANDARDS WITH MWIMUM ZINC THICKNESS THAT MEET G-90 STANDARDS. Z ALL FASTENERS INCLUDING NALS SCREW ETC SHALL BE HOI GALVANIZE) IN ACCORDANCE WITH ASTM A-153 STANDARDS. M" TMALKALAE COPPER OUAT (ACO AND CAOI AND COPPER AZOLE (CHA-A AND CA-9) MSM TREATED LI)MBER MINIMUM CORROSION PROTECTION, t ALL METAL CONNECTORS HANGERS STRAPS ETC WALL BE HCI GALVANIZED IN ACCORDANCE WITH ASIM A-M STANDARDS W17H MINIMUM ZINC THICKNESS THAT MEET GM85 STANDARDS Z ALL FASTENERS INCLUDNG NALS SCREW ETC SHALL BE HCI GALVANIZED IN ACCORDANCE WITH ASIM A-153 STANDARDS. AND FASTENEPS. ALWAYS CONSULT WITH PRESSURE TREATED WOOD MAMFACTURER FOR SPECIAL COM30SM 2 STAINLESS STEEL FASTENERS ARE TO BE USED WITH STANLESS STEEL CONNECTORS ONLY AND USE HOT -DIP GALVANIZED FASTENERS WITH HOI CONNECTORS ONLY. 3 FOR ALL OTHER PRESWRE TREATED WOOD NOT LISTED IN TIE ABOVE GROUPS ONE OR TWO, *#%SULT WITH PRESSURE TREATED WOOD MMIFACTURER FOR SPECIAL CORROSION PROTECTION REOUREMEKM FLOOR NAILING (HORIZONTAL DIAPHRAGM) TYP FLOOR SHEATHINGI, 3/4! COX T+G APA RATED PLYWOOD (48/24) NAILED AND CLUED ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFCI OL PROVIDE T+G1 EDGES AT LONG PANEL EDGES NAILING SHALL BE 10d AT WOC AT PANEL EDGES AND 10` OC AT KrERMEDIATE SUPPORTS. ALLOWABLE DIAPHRAGM SHEAR - 21SX0.82-177 pff. FLOORDLAPHRAG 2311 2K FRAMING - H.F. 6 1W D.C. TYPE NAILS BOUNDARY SUPPORTED BLOCKED EDGE BLOCKING ALLOWABLE NAILING EDGES NAILING LoAD2 F1 10d 61 D.C. 6"O.C. 6' D.C. YES 290 PLF F2 10d 4'O.C. 4'0.C. 4'O.C. YES 390 PLF F31 10d Z51 D.C. 2.51 D.C. I 2.5'0.C. I YES 690 PLF t WHERE NALS ARE SPACED ZS'= AND LEM FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3x AND SHALL BE STAGGERED Z ABOVE ALLOWABLE SHEAR CAPACITIES HAVE BEEN ADJUSTED FOR 2x HEM -FIR IN ACCORDANCE WITH TABLE 230001 LBC ROOF NAILING (HoRlzoNTAL DIAPHRAGM) TYP ROOF SHEATHING, 71W OSEI APA RATED SHEATHING (24/0) EXP 1 EXT BOND NEROA397 RP#108 LAY UP W/ MINIMUM 11W CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAILING SHALL BE 10d AT S' O.C. AT PANEL EDGES AND 7 D.C. AT INTERMEDIATE SUPPORTS PROVIDE EDGE CLIPS - 24! OC AT ALL UNSUPPORTED EDGES ALLOWABLE DIAPHRAGM SHEAR - IDO x 0.93 -176 PLF ROOF DIAPHRAGM 15/32- 2x FRAMING - H.F. @ 24- D.C. BOUNDARY SUPPORTED BLOCKED EDGE BLOCKING ALLOWABLE NAILING EDGES NAILING LoAD2 R1 10d fil D.C. 6'O.C. 61 D.C. YES 260 PLF R2 10d Ir D.C. 4'O.C. 4'0.C. YES 350 PLF R31 10d Z51 D.C. 2.5'O.C. 61 D.C. YES 530 PLF t WHERE NAILS ARE SPACED 2,7 ac� AND LESS, FRAMING AND BLOCKING AT ADJMNG PANEL EDGES SHALL BE 3x AND SHALL BE STAGGERIED. 2. ABOVE ALLOWABLE SHEAR CAPAC1171ES HAVE BEEN ADJUSTEID FOR 2x HEM-FR � A OCOFEANCE WITH TABLE 2M2.j IRC. FAERTEWR SCHEWLE (FOR ALL VERMAL + HORIZONTAL DIAPHRAMS NAIL TYPE DIAMETER IN INCHES LENGTH IN INCHES SPECIFICATIONS 8d J31 2 11r COMMON NAILASTM A36 COATED SMOOTH 10d .148 a" COMMON NAIL ASTM A36 COATED SMOOTH 12d .148 31W COMMON NAIL ASTM A36 COATED SMOOTH 16d .162 3 1/2' COMMON NAIL ASTM A36 COATED SMOOTH REVIEWED FOR I CODE COMPLIANCE I . APPROVED FEB 2 5 2021 City of Tukwila BUILDING DIVISION C171VI R&Y'VED _-LA AUG 0 6 20?0 PERMIT CENTER C.) _j 0 LU 0 T1 0 z in R.A.I.- . cl) LU co . 0 0 1 z 00 co OD uj 0) N OD I C14 CIO < I I N 0) 00 00 0 Z - < 00 �d 0 ly _j LLI to Ne I- LL co �1_ 00 (3) 11% df- 1,_ V) 0 L3 cn Fw� I*I STiRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SHEAR WALLS ,,,,�DENOTCS TYPE OF SHrAR WALLS SEE - SHEAR WALL --CHEDULr DENOTES HOLDOWN LOCATICN WE HOLD DOWN SCHEDULE LOCATE HOLDOUNS MItL S' FROM FOUNDATION VENTS F-OUND14TION NOTM-6- I. UJR117CN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSICNS. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND FIELD CONDITIONS. B. ALL FOCTINGIS TO HAVS A MINIMUM DEPTH OF le" BELOW FINISH (�iRADE- 4. STEP FOUNDATION$ PER SITS CZ)NDITIONS 5, ALL POSTS SHALL BE TREATED 4x4 (4xe, 0 15M SPLICE) ON TYPt-Bo FELT ON CONCRE-TE FOOTIW4 AS INDICATED FER PLAN. Is. ALL 6qIRDERS SHALL BE -2 DOU64JFIR (SIZE- AS INDICATED PER PLAW 1. CRDUND COVER SHALL BE & mil. (0.000) POLYETHYLENE FILM WITH AT LEAST A 12' LAP AT ALL SEAMS AND EXTENDED UP THE FOUNDATION WALL TO AT LEAST THE OUTSIDE FINISHED CiRADE LINE. 9. ALL WOOD IN O:)NTACT WITH EARTH, MASONRY OR CONCRETE SHALL BE TREATED OR BE Of: WOOD WITH A NATURAL RESISTANCE TO DSCAY� FOUNDATION VENTILATION Crawl Space 'A �..Itp... A-; 191 .1 Ventilmm Required: 191 sA 1300 91�68 sA. Rcqd As: Ir � 7� Foundation Vents �.nt A.a 98 sJ. - 25% md.ct-1/4nscsh = 73.5 A. Vents Required 91.68 s.i. I Vent Arco 1.25 a.i. ,vo. 2 W . 7" Vents, Are, = 147 a.i� V-61.11- P-id.d 147.00 s-i. is Greater than 91.68 sA, Rcqd U.: 2 14" x 7" Foundation Vents FOUNDATIONVENTS SHALL NOT INTERFEREWITHEIRIECTILOAD PATH OFCOLUMNS INSTALLS MIL SLACKPOLYETHYLENEVAPOR RETARDER GROUNDCOVER 'LOCATE ONE VFNTWMIN3 FEETOFEACH CORNER OF THE BUILDING, EXCEPTONESIDE FOUNDATION VENTILATION c-i sp--v Cravvis pace Ans.: 177 af Ventilation Required: 177 s f. 1 3W 84.96 s.i. Rq',l C' W' Spa" "S' J146 R q., Use: W x 7" Foundation Vents V nt Area 98 sJ. - 25% red.ct., 114�'..ah = 73.5 .1 Varna Required 94.96 SA. I Vent Area 1.16 sj. provide 2 14" x 7" Vents, Area 147 s. I. M p d Ventilation Pro�ded 14700 sj. is Greater than 84.96 a,,. eq U.: 2 14!'x T' Foundation Vents MUNDATIONVENTS SHALL NOTINTERFEREWITH DIRECT LOAD PAIN OFCOLUMNS, , . EN INSTALLS MIL SLACKPOLYEIHYUENEVAPOR RETARDER GROUND COVER . Ep LOCATEONEVENTWITHIN 3 FEETOFEACH CORNER OF THESUILDING, EXCEPTONESIDE OFTHEBLIUDINGSHALIL BEPERNUTTED TO FAVENO VENTS. 12'-( 5 1/4" IZ-11 5/4" /C15(06 COLUMN 1BASE COLUMN ]BASS LUMN BASE 36" x2ro" x 12" CONC, 36" x 12" CONC. *xLU/04 at 6" OC FTC�. /-4. at r.11 O.c. r3-T, B6" x 36" x 12" CONC. r EACH LUAT EACH WAY F T6q. UJ/04 at r. 11 O.C. EACH WAY V-4" R-10 R16112 IN5ULATON 2 STU13 a 04 FPE15AR UNDER CONC SLAB 4 1/5.3.1 SEC 1/63.1 at 18 0.0') HEATED Lbr,;&�ms A/ I 1 1 53 . I /r -1-- L i i SEE I/Si.1 - - - - - - - - - - -- 7� EITEP 5TEP KALL 45NON12" THK. 45"x45'x12'TI4K. PAD KALL PAD FTC, N1 #4 @ Lu SEE FT& KI #4 @ VO.C., %ILD DOWN 6" O,r,. EA. KAY SEE- 1/63.1 ALICiN EA. my Sim A15OVE SAME STUD ALI W/ HOLD DOW clq BTM OVE SAME STUD 50. NIDE x 12' DEEP WNT. FT6 YV #4 @ 6 o.r- EA AAY BTM - - - --- - - - - - - - - Q L - - - - 5--2 1/2r, OV-1 1/2" 14'-4 1/2" v-n Lz- E17 I 50' Y41DE x 12' DEEP C.ONT. FT& v kV #4 o W0.0. 14 Sim #4 0 12" Or-, E*1'1, EA. AAY L - - - - 55. EFTi4 o CENTER 0 OF SLAB 30" KIPE x 12- DEEP /-I 4--\ JONT. m, Yv #4 @ 0.6. EA MY EITM I L U) SEE Dmo H=C 1/63.1 F- Z 4- - - - F-- . . .... 7147 1 -611 ;�t V-0 1/2 5 /-4-'\ OR rc, L .7 S3.1 STEP 52.1 /47 7 STEF INALL L BO'NIPE x 12" DEEP - - - - - - - - - - - A.- CONT. FT& VV #4 61 L SEE -1/63.1 PRIIJ 4 EPDXY 50' ORA& SPALE V DOIAIEL @ 16" 0.0. 6' MIN. 10 MIL (EILACK) V5 EMBEDMENT LIEZ 51MFWN �i4�;EL I OVER ro" PEA 6R EPDXY 5ET-XP (ALL 510M) 42'x42-xI2" TH< PAD _j v- FT& YV #4 a 6" O.C. EA. KAY 5TM 14 T-;` 55. PROVIDE MIK 18*44" CRAML 5FACZ ACCEEG SLAB ON 57RADE IW4111 ATF I WATlr-R ITRUP J 4" CONC. OVER 10 MIL (BLACK) V.15. OVER 4" C71RANULAR FILL SLOPE 4" TO O.H. DOOR5 r W L , - --------- #4 0 18" O.C. E.vi. o CENTER DEPTH OF SLAB BON50"AV THK. FTS N1 #4 @ 6" 04, -1 EA. JAIAY BTM SME 'A 4 (2) SIMPSON FA35 A FACE or WALL (2) SIMPSON PA35 10 MIL (BLACK) B (4) TOTAL. -A FAr - Or- WALL E -E 'A OVER 611, PE VMEL (4)TOTAL KaLL 0 10'-4 1, �2 - - - - - - - - - - - - - - - - -- - - - KAJL-L y SEE- a/sw V-1 1/2 , 2 1 -5" 4'-0" -'7"x14" SCREENED FOUNDATION VIENTS, (21) REOU RED SEE e/sw &-On I 0 W 0 Z w co C) C:) r- 00 Co 00 Uj M 04 CO C0 C\j m W C� T - 00 C14 CO z to to C\I C\I W :5 :S 00 �e C) 0� (0 W co �- U- Z. v �? 71 < -j CL z 0 F- < z 0 FFXMAOC�& 01 REVIEWED FOR ODE COMPLIANCE APPROVED FEB 2 5 2021 City of Tukwita BUILDING DIVISION OVE&LA Cl-r�')C'V �40 AUG 0 6 2020 PERMITCENTER R-W.. C17 G 7,7CORRECTIONS 12020 RO W LM 1:111--in-7A CONT� TOP PLATE (4)-Ird TO HEADER. (TYPd) (2�-Ibd TOENAIL a rA. r=ND eTYP.) I 1k, 0-- HEAD; (PER I Ulf' TO 2 ;LAN) Wo THREr U� 0, USE FOUR UP TO 12 - (2)-CRIPPLES OVER fairm E 61 OPNENIN� (Yyf*-) Ircl a 121 o.. PETWERN STUD (TYP ) __._ - - RIF *TO WALL: 4x : (2)-CRIpPLCS MN UNDER 13CAM E!,q<, bx ; (3) CRIPPLES MIN. UNDER MAM TYT*ir,AL �45ACRR 24m MNMUM SNP I I L I I a -fee AT or %a,. UP L�YOUT _*STAWI _ 4t nm � TY1=1r4L. F-P.AMINCR MISTAIL. N.Tz, NAILS--FAC:C- NAIL APPED AREA a DOU15LE TOP PLATE SPLICE 1/2" = It-011 STiRUOTURAL LEChEND DENOTES LOCATION AND EXTENT OF WALLS, UEzi�DENOTES T'rPE OF SHEAR WALLS SEE $WCAFZ WALL SCHEDULE DENOTES 14OLDOUN LOCATION SEE HOLD DOWN SCHEDULE- LOCATE HOLDOUNS MllL ck' FROM FOUNDATION VENTS err= 1/5-3.1 SEs 1/$3�1 31/2XII 10 —(2.0—C) P L 3 1/2XII 1/5' (2ZE-) P (5) SIMPSCN A-35 CLIP AT CORJZR OF WALL EQUALLY SPACE ALOW4 WALL WT� 63. OR 4XIO SEE 1/sw SEE 1/53.1 SEE- 7163.1 ALIGIN . W/ HOLD DOM 4f5OVIS SAME STUD 31/2XII I/a" (20E) f M 5MFSON A-.�5 AT CoRag OF WA EMIALLY SPACED ALOW4 WALL WT. SEE 1/,53.1 ALI(3iN W1 HOLD DOWN A15OVE SAME STUD — ---------------- R �id) 14 ! M, LW_j 01 I,, Y, It ID 1) 04 N SAME STW 2� Z] LU W SEE a/S5.1 v1s, =�NLW SEE S/Sw =J =cm KMAPOVIS M WO (3 Z . V) W co � 8§ CRI c_1,_ W c� !�2 co C'4 co 0 z < _j 00 �e C) cc to ;;; W to 0 z in _j 0 _j z 0 10 EJt- oo Ul z V) 0 EJ (n 0 0 L3 Lf) KtVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 5 2021 ReA.1— "'on QtY Of Tukwila a R Ec 'IONS Aa,7,,7,RRECT1%1S 0 7 �l C12 R 0 7 0 2 A BUILDING XVISION A A UKVMLA AUG o 6 2o2o D.t. 6 040bor 0, 20M Shnt PERX11T CcNTER �411=11 I -oil S13 Web stiffeners reciulred If sides of haneer do not lateraliq support at 'Ot least J" of Til joist top flanee I n Top Ian F--ar-e mou sir Hanger height must be a minimum of6O% ofjoist depth INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE Web stiffeners reciulred eaah side at 133W Blocking Pawls may be required with ahsar walls above or below -am detail 131 Load lowring or dwr wall above (must stack over wall below) panel 11kb stirfaIers required each side at BW See FLOOR SPAN TA,5LE6 and GENERA NOTES in owed Trus Joist literattre for exception$ Load bearing or shear wall above (must stock over wall below when present) ; Stock ng panel End of joists at centerline of support Use 2x4 minimum scivash blor-ka to transfer load from above to bearin!a plate below 101 Load bearing wall above (awt stack over will belour) V2x4 mIntmur squash blocks Stocking panels ukab atIrreners required may be required with each side at J52W skear walls above of below -see detall 91 Am FLOOR SPAN TASLES and GENERAL NOTES in current E) e Trus Joist literature for exceptions For Information on lateral load capacities, refer to current �, rue Joist rim board literature. Trus Jols rim board Must have 1j' minimum joist bearing at ends UPFOER LM\/C-L F+P2,41-11NO N0712-S: 1. CONTRAOTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CORDITIONS, PRIOR TO CONSTRUCTION. 1 ALL FLOOR JOISTS, a THIS LEVEL SHALL BE 14' TJI 230 F.J. 0 10 Cj::. UNLESS OTHERWISE INDICATED PER f-LAI'L 3. ALL EXTERIOR RIMS TO BE 19/4xii 1/5'(1.55W LSL U.N.O. 4. ALL HEADER$ a WINDOW AND DOOR OPENINGS SUI-PORTING4 THIS LEVEL 844ALL SE 4x12 - 2 DOU-q./FIR UNLE-69 OTHERWISE INDICATED PER I-LA:,t 5. PROVIDE SOLID 5LOrK[Nry OVER SUPPORTS. 6. PROVIDE FIRE 15LOOK11,1r, a ALL PLUM1511,16 PERETRATIONS. 7. SEARINO KALLS ARE SHADEO, 8. PLUM1511,16 AND MECHANICAL FIXTURES ARE DASHED. -1. 0 INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL P4000 IN CONTAOT Y4rrH CONCRETE TO BE PRESSURE TREATED. It. ALL METAL JOIST HANGERS SHALL SE "SIMPSON STRONG -TIE" U-SEIRIES, JOIST HANGERS 09 APPROVED EQUAL UNLESS NOTED OTHERWISE. k I %I I I I I MA I N F- L 0 0 4 M11 IN CR L A IN �/41 = -oil ST 0 X (9 Z uj CO co ;2� coo coo rc-0- . 0) Cj co LU cr) > C� C,4 M W < co C14 CO ED F z N N :5 _j co CD UU (0 l— u- z ry LL_ X 0 0 1 LL_ REVIEMD FOR CODE COMPLIANCE APPROVED FEB 2 5 2021 &or 07y F;Al CitY of Tukwila BUILDING DIVISION VSP D.t. CITP8sTVkFML, Sh..t u AUG 0 6 2020 PERMITCFNTt:D IISI,.4 L 'r-- �— (4)-ICd TO (2)-led TOE -NAIL a CA END (TYFd s D,5 N r NF TTPIt�44 PE 7— (PER F F THFE-F 191"! T25 21, U-5a (2)-cF.Irl-LES OVER 61 FGUP- UP TO 12 teci a 121 o�- 13rTLUEEN STUD (TY11.) BEAM 4. : (MWdt*N LINDEIR IMAM (3)CKIrFLE-8MIKUNDrP.MAM TY'FICAL �4RADRR 24' mN" E-Nr.> JONT OFFSET_ T I I L I I I AT 110 L YOUT Y T IC-12 1 AN N-TA NAILS--FACS NAIL .AFFED AFPEA TYFICAL FjQ.AM1N(:$ DETAIL a DOIJIBLE TOP fILATE 8110r-r= 1/211 . 11-011 $TiQUCTURAin LEC4ND DE-NOTE-5 LOCATION AND EXTENT OF SWE K WALLS (:F,��DENOTES TYtlr= OF $HEAR WALL$ 5SE SHEAR WALL SC44rDULS DENOTES HOLDOUN LOCATION SES HOLD DOUN --,CHE-DULE LOCATE HOLDOUN5 MIN. -3" FROM FOUNDATION VENTS �::v q 0 d) r -)i 4 KE�� - SEE V53-3 SEE- !/5B3 rc-r= V833 PI .3 777777777773&_--=-=--=Z------ 4fiF 64 F-P-I -2-1 (5) SIMPOGN A-35 CLIPS AT WRIER Cf- WALL rQUALLY 6FAC-SE) ALCW4 WALL 14T. asS ALICIN IY.6113 POLLINS 6tt jvW ALrqN 1, DM6 AgOVS 4 %LOW T Sal-EST0 SEE- VS33 19 46L Fp1-2 i7;51 —171 7;0� tu 2 (5) SNPUN A-35 C.IrS x 2.1 AT C014ZR Or WALL EaIALLY efAMD ALOW4 WALL HT. U SEE 4/53.3 TO C=WeLoWD F-P-1-2� I(j2 5ss 6/r,3.1 2)' moviaDVOIN TO =W61.1-Eeng pl- 4ja (8) SMFWN A-3r, CLIFS 2 AT coilMiR OF WALL W F2.1 W EQUALLY $FACED o NOTE-jI.L.INTER.109 AL0Wq WALL 14T. VER OCIP WEAD .6 iE TO PS 4xIV DF-2 UXO. SEE 6/53.1 Wria,04DI)ON M. 1/631 TO 00CUOLLKLM glwo= 2 (2) SIMP50N PAM� EA� FACE OF WALL LU (2) SIMP50N FA35 W (4) TOTAL EA FACE- OF WALL (4) TOTAL ON= CONT. 5 1/4.160 (22E PSL Gr- 6/63-1 �SE eliew -I pF2 ess 6/53.1 (8) SNP60N A-Z CLIPS AT CORMp OF WALL 4 3.1 EGUALLY 6FACED =0214 ALar4 WALL 14T. To =WdLLea�CW -2 SEE- a/63.1 (S) ShrSZ A-36 CLIPS AT COR4ER OF WALL EaLdLLY SPA= AL01,4 WALL 14T. r%r-vIftVVED FOR SSE 6/63.1 C ODE COMPLIANCE APPROVED FEB 2 5 2021 LCitY Of Tukwila I of Tu BUICLDING DI�VISION 411 = 11-011 CIT�8�1�!,V,ED ,IMLA AUG o 6 2o2o PERMITCENTER IL 0 1z z uj - C-1) W c� (D �2 d) 00 N 00 C, G� a Z 04 N :s co �e -j 0 W W To ;�; 1-- z —j (L —j —j z ZZ m 0-47 L 0 , 10 EJ00 En z 0 L] 13 C] Lo R-W— A CITY CORRECTIONS 07 1'-Io'-O* UJei:, stiffeners required if sides of haneer do not lateralig support at least P of TJI Joist top flanee h neer,.clo not 1ea.t _f TJI Top Ian F _a, _e mc e ace mou In r Hanger height must be a minimum of 60% ot'joist depth INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE Web stiffeners required each side at 133W plocking pawls may be required with Mear walls above or below -see cisull A/ Load loearin� or shear wall above (nat stack over wall below) panel Wslo stiffews required each side at DIW Sw FLOOR SPAN TApLES ard CiE*RAL NOTE6 in curralt True Joist literature for exceptions Load from above ILA I I 0-'x4 dimum slash blocks Use 2x4 minimum squash blocks to transfer load from above to bearing plate below :01 Load bearing wall above (must stack over tuall below) 2x4 mthimun &quash blocks Alcopiv pd-16 Wab stuTmen; required ==1=1.1110111 each side at 02U] below-aes detall'91 Bee FLOOR -*P�N TA,6LES ard (�eI NOTES in culment E) e True Joist literature for exceptlors For Information or. lateral load capacities, refer to current True Joist rim board literature. True Jois 11 rim boarea Must have 124m minimum joist bearing at ends Load bearing or shear wall above (must stack over wall below when preSent) pa-1 eA End of joists at centerline of 'r 5Upport UPPMR L-Mvm�- F-RAMIN(rp NIOTM-s- L CONTRACTOR SHALL VMIF�r ALL NOTES, DIMENSIONS t CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS a THIS LEVEL -1-44ALL BE 14- TJI 250 r-.J. a IS" O.C, UNLESS OT14ERWISS INDICATED PER PLA2,L a. ALL EX7MOR RIMS TO BE 1 514XII -1/0' (1.55E) LSL UND. 4� ALL HEADERS a WINDOW AND DOOR OPtNIW-15 SUFPORTII�4 THIS LEVEL SHALL BE 4xI2 - 2 DOL4JFIK UNLESS OTHERWISE INDICATED PER PLAN. 5. PROVIDE SOLID 5LOCKINS OVER SUPPORTS. 6. PROVIDE FIRE BLOCKIN& a ALL PLUMBIN6 PENETRATIONS. 'I. SEARIN& INALLS ARE SHADED. 95. PLUMBING, AND W51-HANICAL FIXTURES APE DASHED. 11. 0 INDICATES POINT LOAD SUPPORTED BY (2) STUDS, UND. 10� ALL NOOV IN rONTArT N" CONCRETE TO BE PRESSURE TREATED. 11, ALL METAL JOIST WAW-ICRS SHALL 15S 'SIMPSON STlRONrq-TIV' U-SERIES JOIST HAW4SRS OR APPROVED EQUAL UNLESS NOTED OTHERWISE. ONE ROU) OF 04" LSL IBILOCKINF54 at 45" O.C. PER DET I 5/4"xJ4" (1.55 E) LSL RIM J015T Y4/1 5/4"x14 LSL EILKI& 5 x XKIN& UNICAR KAI I ABOVE, ML I 5/4'LE BLOCKIN& UK' KALL ABOVE 111 Z7 jF I x a .2 W ;t x awlyl I a. D 0 IX Z uj .00 COO W1- UJ C'J cD C� 19 W C'I M CO 3: N 00 z C\I N :5 co �6 g Lu C100 I.- u- I 5/4"xl4" (1.55 E) LSL RIM J015T ixx VEIL 15/4' LSL -3 x BLOOKIN6 UNDER nALL ABOVE z 5 /4xr4 14,1 SIMPWN T522 TAIST STRAP CL E3 00 2 TO POST BIELOA W@ 0 :3 z 3g roo < ry ILL. EO R 0 0 13 DEL 13/4' L-51- 51-00KING7 LNDM KALL ABOVE _--ONE ROW OF W4 ry U-1 1-81- IBLOCKW4 at 4"O.C. PER DETAIL SIMPSON TS22 TWIST STRAP TO 1106T IBELOW Id 13 -x /4 Wn REVIEWED F CODE COMPLIANCE /4"x14" (1.55 E) 1-51- RIM JOIST APPROVED I 5/4"x14 LSL BLK'& FEB 2 5 2021 CitY Of Tukwila BUILDING DIVISION C R.R2ECTIONS 7/17�2 0 '&CITY A A Ch.k�d D.t. sh�d CITMTD UVEK%MLA S196 AUG 0 6 2020 PERMITCENTER CONT, TOP PLATE- (4)-I&d TO I-MADEFit (TYPI-) (2)-16,d TOC14AIL a rA END (TYF-) 5 IDS ENIN HEADER ONE- U TO 4 (1-159 I -LAN) TU) UP TO I' re p E- UP TO iii o' USE W-CF111 I-LES OVEIR FOUR TO 1'2' OFNE-NIW4 rrrp.) 10.1 0 12" o�. MTU)rE-N STUD qyp.) TO WALL: U F-F-LES MIN LWOER MAM 5�9(, bx : (W CRIFf-LES MIN, UNDER 13EAM OFSHINO TY101CAL �4,40C-R 24' MN" END JOINT OFFSET z 6 AT STANIC OF ---------- �Al P STUD L YOUT _ tr`4 FER kAN -- r72 m"-& I ja Z49 Q I I 4rW-�W]4" 6 DOL115LE TOP I'LATE SPLICE STiQUCTURAL L5(:;YE-NP /-DrNOTrS LOCATION AND EXTENT OF �CAFZ WALL$ [EDEV-.,D�ENOTE6 TYPE OF $HEAR WALL5 6Er , " IIJALL 5C-WEDULS I DtNOTE6 HOLDOUN LOCATION SEE HOLD DOUN EC14EDULE LOCATE WOLDOWNS MIR S" FROM FOLNDATION VtNTS N.T.S. NAILS-FACS NAIL .At-I-ED AREA 1/211 = 11-011 r- — — — — — — — — — — — — — — — — — — — — — — — — -- A SEE ysa3 4XI2 DF-I 4xI0 DF-1, m m (W SIMPE" A-35 CLIf-S AT COFNER OF WALL EOIJALLY SPACED W in w W ALOW4 WALL HT, d) (5) SIMPSCN A-35 CLIF5 AT CORIMR OF WALL d) E=SPACEII TZ --- :�M== AL LL 14T. FT, —,A 2, - 3 o Iq F-P-1-2-1 (8) SMPSON A-35 CLIF6 4//.a-3 AT COlMR OF WALL SWALLY SPACE-D ALOW, WALL 14T SEE 1/63-3 (8) SMFSON A-35 Cl. AT CORMIR OF WALL EWALLY OFACrD Ala4 WALL HT. (8) SMPWK A-35 CLI AT CORMP. OF WALL EQJALLY SPACED ALOW4 WALL WT. Aq )OOR5 F - -I SEE b/!33J 5se S/S33 SEE 4/633 SrS 41633 (W SMFSCN A-35 CL AT COR-MR OF WALL EQJALLY --FACED ALCI,* WALL 14T. glh .—o � ti rp SIK T- SEE V53-3 �4'11 = ]I -oil C -�—Vllt`VVED FOR ODE COMPLIANCE APPROVED FEB 2 5 2021 C11Y Of Tukwila BUILDING DIVI ON Z=t=M�� CrTA$TUj%' AUG 06 207[1 PERMIT CENTER IL Z) 0 1W Z uj c) co ;2� 0, - -W uj C"j -,o c� & c. 2: co 0 z C104 c1Q) - :� co �d C> -J co W co �- u- z 0 �- ()0 Elr- 00 :3 -j U1 z 0 E3 C3 0 a 1.0 R-W— A CITY CQRREcn0NS ROOF LOAI�): LIVE (SNOA)- .25 F5F ROOF 1. LOADS: TOP COFD LIVE LOAD = 25 F5F TRU55 MANUFACTURER TO INCLUDE DRA& STRUT COLLECTIVE LOAD IN ROOF TRU55 VE51SN r,>F-AD- 15 F5F 2. BOTTOM CORD LIVE LOAD 10 FSF NHERE TRU5SE5 ARE OVER INTERIOR 5. TOP CORD DEAD LOAD FSF SHEAR NALL AS SHOAN ON PLAN. TOTAL- 40 F5F 4. 50TTOM CORD DEAD LOAD 5 P5F 0' LF ( ) SEISMIC LOAD e'11NCL!5DE ZF- 5� YqIND UPLIFT (TOP CORD) = 15 PSF AS DRAe STRUT (NHERE NOTED ON FLAN5) �5EARINS AALL BF-ARIN6 k-61. ........... pip :1:11� FLA7E- 4 �4r-,4DE-F;Z �4EIG�475 UNLESS NOTED OTHERWISE LOWER FLOOR: STANDARD PLATE I-EIC41-IT = 91-1 1/8" A13OVE SU13FLOOK STANDARD HEADER HIE-I(:�HT = W-O" ABOVE SUBFLOOR- STANDARD HEADER = 4XI2 DFOI MAIN PLOOFZ: STANDARD PLATS HS*HT = el -I 11611 AIBOVS SUPFLOOK STANDARD HEADER WSIC-414T a I A15OVE SUBFLOOK STANDARD HEADER = 4xI2 DFOI UPPER FLOOR: STANDARD FLATE WEIC414T z 8'-1 116' Aj5O1,S SUPF-LOOR. STANDARD HEADER HISI(5jWT = &'-10 116" ABOVE SUBFLOOIR. STANDARD HEADER = 4XI2 DFOI ,4TTir- \/M-NIT11-4TION: Standard Truss I Scissor Truss Roof Framing Assembly: MAIN ROOF RoofAma: 1609 SA Ventilation Required: 1609 s.f, x 144 / 300 772.32 s.i. ReiTd Provide between 40% & 50%. of the total required vemlation no mom than 3 it below the fidge or the highest point of the space, Remainder to be installed at eave writs. Upper Reef Ventilation: AF50 Roof Jack (19'x 7") 50.00 a.!. each. Upper Ventilation MINIMUM 77Z32 s.i. x 0A / s.i. ofeach ent 7 writs Upper Ventilation MAMMUM 77Z32 s.i. x 0.5 1 aJ. of each vent 7 writs Promde: 7 -10"xT roofjacks. Ventilation 350.00 s.i. Ventilation area remainder for saw writs 422.32 s.i. (Roqd,.L�Upp-ent) Ea,e Ventilation: Firdblooking: (3)2.29'dia holes per bay = 5.96 s. Lper I.f. - 25% reduction= 4,47 s.i. per U. Eave Ventilation Fequired 422.32 s. L 1 4.47 J. per Lf. = 94.48 I.f. Provide Minimum: 95 I.A. birdblocking. Ventilation 424.65 aj- Minimum Ventilation Provided 774.65.1. IS GREATERTHAN;- 772.32 .1. Reqd Standard Trusst Sol- Truss Roof Framing Assembly. LOWERR ROOF R..fAm.: 204 a.t Ventilation Required: 204 s I. x 144 f 300 97.92 J. R.qd Provide between 40% & 50% of the total required entilation no mom than 3 it be[ovr the n ge or the highest point of the space, Remainder to be installed at eave vents. Upper Roof Ventilation: AF50 RoofJ..k (19'. 7") 50.00 J. each.. Upper Ventilation MINIMUM 97.92 a.j. x 0.4 1 SJ. of each vent 1 vant UpperVentilation MANMUM 97,92 aj. x 0.5 / s.i� ofeach vent - 0 "t Provide: 1 -10?'x7` -flacks. Ventilation 50*00 a.i� Ventilation area remainderfore- verm 47.92 sJ. (Rqd -L-Upp., 0 Eaw Ventilation: Firdblooking: (3)2.25!'dm holes per bay = 5�96 a.t. par I.I. - 25% reduction 4,47 a-i. per I.I. Eave Ventilation Required 47.92 s.i. 1 4.47 s.1, per 11 = 10.72 Lf. Provole Minimum : I I Lt birdblooking. Ventilation 49.17 sJ. Nummurn Ventilation Provided 99.17 1. IS GREATER THAN: 97.92 &1. Rq'd TiQues NOTM-1. L MA14UFACTUPED ROOF TIRUSSE-8 $HALL ISE 15Y AN AFI-ROVED FA15RICATOR W140 SHALL PROVIDE DETAILS AND SFECIFICATIONS AS REQUIRED, 2. EACH TRUSS SHALL 15E STAMPED WITW THE MANUFACTURZERS, STAMF 3� IBUILDER SWALL VERIFY ALL TRILISS, LEW�TWS 4. THERE $HALL ISS NO FELD MODIFICATIONS OF TRUSSES S, ALL TRIUSeES SHALL ISS ARAC-IiD, FRAMED AND TIED TO SUPPORTIW4 WALL$ TO FORM AN NTE(5qRAL FART OF THE WHOLE STFWCTUM- OOr- 4 OL.G F-R,4MING NOTES. 1, CONTRACTOR SHALL VERIPY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO 0ONSTRUCTIOtl. 2, MARIW� WALLS ARE SAADED, 3, PROVIDE \,SNTED SLOCKINiS4 OVER SUPPORT& 4. ALL HEADEPM SUFFORTINr4 ROOF a MAIN LEVEL 0111i -144AI-L SIS 4XIO -2 DOU4'qJFR. UNLESS OTHERWISE INDICATED PER PLAN. 5. CONTP.ACTOR TO VERIFY LOCATION OF ALL 90OF SUFFORT NZACIN('* OR POSTING4 AND IFiVWIDS ADEQUATE IBCARIW� TO FOUNDATION. r.. a DENOTES CONCENTRATED LOADS SUPPORTED 13Y (2) STUDS, UN.O. 1 ALL METAL HANCIEF2.5 SHALL M "SIMI-SON STROt4-TIr U-SERIES JOIST PANCqSRS OR APIPP.OVED EQUAL, a. ALL FALSE VALLEY$ 644ALL IBIE FRAMED W/ A FLAT 2xI0 LAID DIRECTLY ON RAFTERS IMLOW, CK W1 A FLAT IxIO LAID ON 3/4-1 SOLID SHEATPti. S. ALL CCILIN(:q JOISTS SHALL 13E 2x& 12 WSM/FIR FRAMED a 24' C.C. UNLESS OTI-EleWlSt INDICATED FER FLAK SEE PLAN JOIST DincTlIci 10, WHERE CSILIW4 JOISTS AIR-5 FIERIICNDICULAR 70 RAFTER FRAMIN54, PROVIDE METAL STRAF1 TIES a 48" OC� ACROSS THE FIRST THREE ADJACENT JOIST SPACES AND SOLID fzULL DEPTH 131-K-4 a SA Tir. 11. INSTALL 81-15,49 WALLS 410K 13LOCKIW# IN ROOF STRUICTUPM ISEFORS INSTALLINO FINISH ROOF11,4, NOTEx SHOP DRAWINC45 FOR FRE-ENciINSERED FLOOR OR ROOF TRUSSES MUST BE- ENTIRE UPPER 4 LOWER ROOF TO 15E ON61TE- AT TIME OF FRAMINC; INSPECTIONS AND HAVE- AN ORIQNAL NAILCD FER ROOF RAILIW� WASHINC;TON 5SAL AND SI(:4NATUI;?r--5 OF THE DES1,54NE-R. FROCSEDIN(:� SCHEDULE ON S44EET SIA WITH FRAMING, WITHOUT APPROVED DETAILS AND PLAN5 is DONE 80 AT THE- CONTRACTORS / APPLICANTS RISK I ROOF FRA`IiIi� I NO FLAN 5(:' ALE: 1/4" = 1'-0` CHIMNEY W METAL 5HROUD� TOP OF CHIMNEY TO BE 2'-0" MIN. ABOVE ANr ROOF SURFACE AND/OR R1176E YqITHIN 10'-0" KEVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2021 CItY of Tukwila ILDING DIVISION C14S�TUIIRD VV1 LA AUG 0 6 2020 PERMIT CENTER I (L 'I 0 W (9 Z uj Cl) co Z * 0 c) r-- OD 00 GO 0) Cj 00 Cl) Lu 9 `� (? (N 0) W 00 = - C14 00 F- 0 i3a C) z N C11 GO �d -j C) (Y LU C/) CwD ;;;; C.0 Revalor. ,&,C717,,C�2R,RE,b1T0NS 2 A A Sh.&t S181 _'0!=`I q,pj`0 .1--q 83-LN30 111`11183d 10zs 010Z 90 gAv LWM8o ull 03A, 7 1 1,77 W, F241 0 (n ::: El 0 z I NOISIAIG ONIC-lins I 8jlmNn.Ljo Allo lzoz 9 9 831 ,LID (13AOmddv 3ONVIldnoo Sa03 uo-q 63MEIIA�m U) �j c 0 --I c m -n --j 7\ 0) M 0) 00 1`0 "1 z CS 51: 00 j� > M < > m cc co 1\3 W - OD 00 OD Z G) 400 Z G) c 1._(Q) ao .01yr- let, "n -Zro "ZIOG. 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RETAININ(5 2 .4 IE= �)36.50' EL= 230 IE (IN)= 240.00' NALL PER 1�ETAIL ON't T- I SHEET GI.2 24 IE (OUT)= 25q.00 (FEILD VERIFY) 0 /AV/ 6 9 0 T-O-W: 24250' -,8,07, B.O.W: 242.00' C0 EXISTIN6 FIRE 717 HYDRANT CONC NC, 8 FROVIDE 2'-0" NIDE X 10'-0" LON& X 4'-0" PEEP A YD -P�W'4�y , W A co -(_0 DONNSFOUTS NI GLEAN OUT AT ALL CORNER5 (T'(F.) 4" DIA. FERFORATEI�) FVG FOOTIN& DRAIN LINE GONNEGT TO DRT'NELL 20LF 4" DIA SOL If:'Vr- 9 25 SLoFE FRIOr/41 FOOTINr-, DRAINer DRY NELL C13 #7 T-1 STANDARD LID RIM EL.=226.96 IE=224.66 4" PVC N. IE=224.66 4" PVC SE ---- SS LID RIM EL.=226.69 PROVIDE -72" 1�>IA. x 45" DEEP DRY NELL FOR FOUNDATION 17)RAIN. FILL DRY NELL IN/ 1 1/2 NA5HED ROG<. TOP OF DRY NELL TO BE '-0" BELON FINISH C�RADE. FCP,r.Hl 6" GONTINUOL @ 242.00' TRENCH DRA LF 4`FV(f, @ 296 E RENGH r;,RAIN TO GI RE511��ENCE MAIN=242,00' T- TE3R FAVE L 4"clil G GLE N UT AR 09 T74,4 TER - \HU to 0 41 D15FER51ON TRENCH FER FI&URE 4.2.2.c (TYF. f=LON DISFER51ON TRENCH) OF 201(b KINO COUNTY SURFACE NATER DESI&N MANUAL. MINIMUM SETBACK FROM FACE OF FOUNDATION SHALL BE 0'-0". USE 6" FERFORATED FVG-SCoH 40 PIPE AS DISPERSAL FIFE (NITHIN TRENCH) NITH IE TO BE On MINIMUM EELON TOP OF TRENCH AND EX15TINO 6RAPE 260 C-) �-FROVIE�?E A MINIMUM OF 25 FEET VEGETATEI�l z b- FLON PATH ON DONNSTIREAM OF DISPERSION TRENGH AS A 5MF TO ALLON DISPERSION THROIJOH VEOETATION (LANN, ETG.) LINE FER BMP T5.13 OR BETTER -q---�ND, PROPOSED PROP LINE" 20 LF 4" FVC� @ 296/ SLOPE � ROOF DRAIN TO (�,B-Ol 11\0 GE3-01 (TYFE 1) 54"X30" R11-1=23Ci.50' IE= 254,50' IE (IN)= 25,5.00' IE (OUT)= 251,50' (FEILD VERIFY) I m PROVIDE 2'-0" NIDE X 55'-0" LON& X 4'-0" DEFF M DISFERSION TRENCH PER FIrvURE 4.2.2,r, (TYP. FLON M -A�o DISPER51ON TRENCH) OF 2016 KIN6 COUNTY SURFACE NATER 0 DESION MANUAL. MINIMUM SETBAG< FROM FACE OF 240 T --0 TBIR m z FOUNDATION 5HALL BE USE 65" PERFORATED PVC-50H m 40 FIFE AS P15FERSAL FIFE (NITHIN TRENCH) NITH IE TO BE lb" MINIMUM BELON TOP OF TRENCH AND EX15TIN6 6RADE PROVIDE TREE FIROTEGTION AT AL 69, 230 RETAINED TREES PER DETAIL ON SHEET G23 706 SENFIR LIFT STATION PUMP TO EE ZOELLER 61RINI�IER PUMP: 2 HF MODEL NUMBER 4 HEN7 NITH 1-1/4" PROVIDE A MINIMUM OF 53 FEET DISCHAR61E NFT NITH VERTICAL 5NITGH VEOETATED FLON PATH ON FLOAT CAST IRON, I PHASE, 240V Ar- DOAN5TREAM OF DISPERSION SEE DETAILS ON SHEET G1.5 TRENCH AS A QMF TO ALLON DISPERSION THROUOH VEr-,ETATION (LANN, ETC.) FER EMP T5.15 OF, BETTER E�IRAINAOE FLAN SCALE : " = 0'-0" 0 1 0 20 40 SITE VOLUME GALCULATION5 CUT VOLUME (cu. YIDS.) FILL VOLUMIS (CU. T05.) 310 Cy 1 106 CT REFER TO (5EOTE(:-,HNIr.AL REPORT PERFORMED BY, &EO rvROUF NORTHNEST, ING DATED JUNE 2CI, 2020 �ITE 5005 5 114TH ST TU<NILA, NA. 151-la LEOAL DESCRIFTION HILLMAN5 MEAI�)ON 6ARDEN5 DIV #2 FOR 50 LOTS DAF - BE6 NXN CIL 5 OF 5 AU6U5TA 5T (MAIN 5T) a 55RI:;� AVE 5 (NARREN AVE) TH N ALrz, GIL SI�) AVE 21.1 FT TO FLY FRL0 OF 5P 5T TH N -71-05-21 N AL6 SLY LN 51�) 5T -115.1 FT TO FOE3 TH 54-01-02E 112.15 FT TH N -71-05-21`1 JA 104.15 FT TH N 1-0(:i-E37 N 110 FT TO SLY LN 50 5T TH 5 -71-05-2al F AL6 5C) SLY LN (�15W FT TO FOB LF55 ST PER SGG #602a5-7 FLAT E3LOGK: 11 FLAT LOT: -75-76 1 4 Sr-NER: TU<NILA NATFR : TU<NILA NATFR DISTRI(�,T LOT (:,O\/ERA&E LOT AREA: `1524 517 IMPERVIOU5 AREA: MAIN ROOF AREA: 2,50a 5F UNr-O\I'D DEr-< AREA: 24-7 5F OP,IVENAY/NALK: -746 5F TOTAL: 5,501 5F PERVIOU5 FAVIN6 AREA: (COUNTED A51/2 IMFERVIOU5) PAVER NALK: (14-15F) -75.50 5F TOTAL: '75.50 5F TOTAL LOT CC\/ERA(5E: 5,574.50 5F % OF LOT AREA: =55�45516 ALLONEI::) -7,145 5F 75% 015FER51ON TRENCH 51ZINr7 GALGULATIONS TOTAL HOUSE ROOF AREA= 2,30a I�IRIVEIAIAY AREA= 41-1 +/- USE IO'LON6, TRENCH FFIR -100 5a FT. OF IMPERVIOUS SURFACE. D15FERSION R.ENGH I 250e5 � ROOF AREA: 505 5F V)l a 2300/100= 5.2C! 03191 3.2CixIO'= 52.11-T USE (1) 55'-O'LON& DISPERSION T-RINGH DISPERSION TRENGH2 crry PRIVFNAY AREA= -746 SF'- AUG 06 '746/-700= 1.0-7 I.O-IXIO'= 10.66 PERMIT CI USE (1) 12'-O'LoNr, DISPERSION TRENGH a: 0 Lj C13 Z In (D 2 � c-, Cf) Lli w OD -N 00 0 G�a z N cli 1-u 15 :SK OD �4 i , L� w C0 (0 c- C) 0 C) 0 0." L �- .0 L] �: 00 ul z U) 0 0 L0 Ej U) Il m0i D 25 sm of Tukwiia NIS DIVISIoN Revisions ACITY CORRECRONS �t 07 17/2020 A A A A Dra;. I Checked 20lq V-10'-O' REGOMMENDED C,ONSTRUC,TION SEOUE.N A DETAILED CONSTRUCTION 5EOUENCE 15 NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEaUENGE 15 PROVIDED 5ELON: 1. HOLD THE PRE-GONSTRUr-TION MEETINr7 IF REaUIRED. 2. POST SION NITH NAME AND PHONE NUMBER OF TE5r- SUPERVISOR. (MAY BE CONSOLIDATED NITH THE REaUIRED NOTICE OF A CONSTRUCTION 51ON AS REOUIRED). 5. FLA& OR FENCE GLEARIN6 LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND NHERE REGUIRED. 5. r7RAI�)E AND INSTALL CONSTRUCTION ENTRANc,175. &.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). -7. CONSTRUCT SEDIMENT PONI';� AND TRAPS IF REGUIRED� b. rzRADE AND STAE31LIZE CONSTRUCTION ROADS. Ci. CONSTRUCT SURFACE NATER CONTROLS (INTERCEPTOR, DIKES, FIFE, SLOPE, DRAINS FTC.) SIMULTANEOUSLY NITH r-LEARINO AND ORADINCP FOR PROJECT DEVELOPMENT. Ia. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE NITH QNO COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. 11, RELOCATE EROSION CONTROL MEASURE OF, INSTALL NEN MEASURES 50 THAT AS 51TE CONDITIONS GHAN&E EROSION AND SEDIMENT CONTROL 15 ALNA'T'S IN ACCORDANCE NITH <IN(� COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT NILL BE UNNORKEE;l FOR MORE THEN SEVEN DAYS DURIN6 THE DRY SEASON OF, TNO DAYS DURIN6 THE NET SEASON NITH 5TRAN, NOOD, COMPOST, PLASTIC SHEETIN0, OF, EaUIVALENT. 15. STABILIZE ALL AREAS NITHIN SEVEN DAYS OR REACHIN69 ORADE. 14. SEED, SOD, STABILIZE, OR COVER AN-,,- AREAS TO REMAIN NORKED FOR MORE THAN 50 DAYS. 15. UFON (�,OMFLETION OF THIS PROJECT STAE31LIZE D15TURBEO AREAS AND REMOVE 5MF'S 15 FF I T . 16. FOLLON 2016 <INC� COUNTY SURFACE NATER P N TY �-E N F DES,IC,N MANUAL (<r-SNDM) FOR ALL STANDARDS & ipUo INSTALLATION OF DRAINA&E STRUCTURES. P, 5' RADIUS SEE NOTE 4 C=-7RA\/EL FILLED DItf--)FERSION TRENC,H NOTES: I . THE TRENCH NIDTH5 ARE SHONN ON THE PLAN. 2� THE TRENGHE5 MUST BE FILLED NITH AT LEAST 0" OF 45" TO 1!,211 NASHED DRAIN ROCK. THE DRAIN ROC<5 MAY NOT BE CCVERED NITH ANY BACKFILL MATERIAL, E3. FILTER FAERC, MUST BE PLACED ON E30TTOM AND SIDES OF THE TRENCH FRIOR TO BE FILLED NITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUr:,H A YARD DRAIN OR CATCH OA51N FITTED NITH A DONN TURNED ELBON PRIOR TO ENTERINC� THE INFILTRATION TRENCHES. THE EL50N 15 INTENDED TO TRAP SPILLED MATERIAL IN CATCH 5A51N SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS CAB BE REMOVED ANI�)/OR CLEANED BY HOMEONNER AS ROUTINE MAINTENANCE. T"rFE I r--,ATCH 5ASIN NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE NITH ASTM G-47E5 (AASHO M-Iqci) ADD IN ACCORDANCE NITH <INC5 COUNTRY SURFACE NATER MANUAL REOUREMENTS. 2. ALL REINFORCED CAST IN FLACE CONCRETE SHALL BE CLASS 4000 5. PRECAST BASES SHALL BE FURNISHED NITH CUTOUTS OF, KNOCKOUTS AND SHALL HAVE A NALL THIC<NESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY &ROUTED. 4. THE MAX. DEPTH FROM THE FIN15HFD &RADE TO THE FIFE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND &RATE SHALL BE IN ACCORDANCE NITH STANDARD SPEGIFI(,ATION AND MEET THE STRENOTH REOUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D� MATIN6 SURFACES 56 SHALL BE FINISHED TO ASSURE NON- ROC<IN0 FIT NITH AN-( COVER POSITION. 6. ED&E OF RISER OF, BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDOE OF THE CATCH BASIN NALL. 5TQR�� DRAIN NOTES: 1. CONTROL THE HOUSE, CONCRETE PATIOS AND THE 1�)RIVENAY IMPERVIOUS SURFACES. 2. EXIE)TINCv UTILITIES ARE NOT SURVEYED AND NOT 5HONN ON TH15 PLAN. CONTRACTOR 15 RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO GOMMENGIN6 NOR< ALNAYS CALL BEFORE YOU D16 I-E500-424-5555 3. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTIN6 ]:;)RAIN LINES SHALL BE 2,00% 4� FROVII��E SANI�) COLLAR ON FV(, FIFE AT CONNECTION TO GAT(�,H BASINS. 5. ALL FV(f , SHALL BE SCHEDULE 40 ING-LUDIN6 PERFORATED FOOTIN6 DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAININC7 NALL5 OR STRUCTURE SHALL BE DUCTILE ]RON FIFE EXTENDIN6 TO CATCH BASINS ON EACH SIDE. DRIVENA"r APPROACH NOTES: L SA"CUT AND TACr ROAD TO DRIVENAr AFFIROACH JOINT. 2. DRIVE AY APPROACH TO BE 6" HMA CLASS)'�' P5 64-22 ASPHALT IN 2" LIrT5. B. HOT MIX ASPHALT 09 CONCRETE TO BE PLACED OVER CO FACTED SUB6RADE AND 4" Or C5Tr, COMPACTED TO -15%. MINIMUM EDSE RADIUS TO BE 5'-0" 4� SEE DESfC�N STANDARD 5, TABLE 2 FOR LANDIN0. MAXIMUM ORAVE 5EYONI�l LANDIN6 15 15%. 5. UP, VENAY APPROACH SHALL NOT CONTAIN N REINFORCING STEEL. EX15TI. ASI`.ALT STREET SAACUT EprIE HMA, SEE NOTE 2 \/ARIES 4" �5TC TEP SECTION A -A m EX15TIN& ROADNA-r FOURE C,.2.1.D. 50-FOOT DISFERSA TRENC,H v� NOTCHED 50ARD E O.L;) 1'-0" MIN.7F-71t*I-ol' MIN. -END CAF OR FLUC7 NOT(f,HED 6RADE BOARI:;� OUT N'rE FROM FIFF 2"X2" NOTC�HES 10" 0.(:, -4" OR 6" PERFORATED FIFE LAID FLAT/LEVEL A A 1'-0" MIN. < M *15% MAX FOR FLON GONTROL/NATEF, I� 7 OUALITY TREATMENTS IN RURAL AREAS. y 25'-1" Nk, ullw m ko NEN ASPHALT DRIVENAY SLOPE Aml� INFLUENT FIFE (MAX DESIGN FLON < o.5 rFs PER TRENCH) _--�--LEAN OUT NYE FROM FIFE FLAN NTS FIFE 01:) 1'-0" MIN /0 --2XI2 PRESSURE TREATED oRADE 50ARD --�X4 SUFFORT POST '�'�4" OF, 6" FERFORATEI�) FIFE LAID FLAT LEAN (� 5% FINES) INA51HEI�l FOr�< ILTER FAE3RIG SEC,TION A -A NTS NEN CONCRETE DRIVENAi' 6" THICK CONCRETE -75?1 MIN. DEPTH HMA CLA55/;7� J/2" ASPHALT F6 64-22 4" DEPTH I Y4" CRUSHED ROCK 5A5E DIRIVEV�A""r SEIGTION NOT TO SCALE Z Z OV: z 0 Lullu FLO�N TO 5ECOND D15FER5AL TRENC,H 15 NECE55AR"r DRAIN FLON TO OTHER 5RANCHINr5 C,B'S AS NEr=SART' 21' NOTGHES NOTE: 1. THIS TRENCH SHALL BE CON5TRUr-TED 50 AS TO PREVENT POINT DISCHARGE ANP/OR ER05ION 2. TRENrHE5 MAr BE PLACED NO CLOSER THAN 50 FEET TO ONE ANOTHER.(100 FEET ALONG FLONLINE). 5. TRENr-H AND GRADE E30ARD MUST BE LEVEL ALIGN TO FOLLON CONTOUR5 OF SITE, 4. SUPPORT POST SPACING AS REOUIRED B*,r 501L CONDITIONS TO ENSURE GRADE 50ARD REMAINS LEVEL. NEN CONCRETE DRIVENAY 241.55' 696 SLOPr- m D 0 w 0 uj cl) Z - c') c-, g' c-, uj'� -, - w � � c� & - co -NOD CD Z to LID N C14 Ou ;: � :s oo �e C:) W (o w Wil 0 4- 46 U) Q) 4- 0 In 4-` c- 0 C) Q) R�VW ,&CITY C/02RR2ECflONS 07/1 .7 0 A A A A Dra;r Check,d 0, 20Iq W1111111-11", P,L)ILDING Divisinm a im 1'-[0'-0* W MARK 2%4�" STAKE WITH 'SEWER" AND DEPTH T PIPE INVERT FROM FINI HED S GROUND I EVEL, E W MA 4' E PLUGGED STUB ON SEWER MAIN R 12' LONG 2".4" STAKE BURIED TO DEPTH OF PIPE INVERT, PAINTED WHITE ABOVE GROUND. WN—F MIN. 6' COVER AT PROPERTY LINE 6" 45' %x 8 GAUGE WIRE TO 13E WYE � DOUBLED AROUND PIPE OUTLET AND 2". 4�" STAKE AT OR ABOVE FINISHED GROUND 6" PVC SI �WER PIPE. KONE LENGTH MIN. BEDDING GRAVEL, COMPACTED SOE SE�NER FROFILE THROU6,H 5 114 ST LAST REMSED: 11/30/99 I — 6'x4" REDUCER r' MIN. (GLUE FITTING) /r—,4,'xL1-1/4" to 2" INSERT 6" SIDE UE FITTING) SEWER —0 STUB Alik FROM 1-1/4- to 2" SCH 40 PVC PIPE GRINDER TEST TEE (GLUE RTTINGS) PUMP SECTIO NOTES 1. GRINDER PUMP DISCHARGE LINE MUST FLOW INTO A 6 INCH P.V.C. GRAVITY LINE. SIDE SEWER STUB. 2 6 FOOT MINIMUM COVERAGE AT PROPERTY LINE AND IN RIGHT-OF-WAY. 3. 18 INCH MINIMUM COVERAGE OF PIPE ON PRIVATE PROPERTY. 4. RIGHT OF WAY RESTORA11ON SHALL MATCH OR EXCEED THE ORIGINAL COND111ON AND BE IN ACCORDANCE WITH THE CITY STANDARD. 5. BEDDING TO BE CLASS F PEA GRAVEL. FOR GRINDER PUMP FORCE MAIN. 6. GRINDER PUMP FORCE MAIN SHALL BE LAID STRAIGHT NTH MINIMUM DEFLECTION, 7. PROTECTIVE STEEL CASING IS REQUIRED IF: A. LESS THAN 3 FEET OF COVERAGE IS ATTAINABLE UNDER A DRIVING SURFACE. B. UTIUTY SEPARATION IS LESS THAN ADEQUATE. M - E VVS-02 (�) PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED- @) CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B-2969 OR EQUAL AS NEEDED. (�)COUPLING MALE IRON PIPE THREAD BY MUELLER 113 FITTING, MUELLER NO- H-15451 OR EQUAL. OD COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. CE) TRACING TAPE FOR POLYETHYLENE PIPE. (T) MUELLER 82423 OR APPROVED EQUAL. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER Is INSTALLED. 3- METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. 5. BRASS F177INGS SHALL BE LEAD FREE. city," ILI .1 Tukwila SHEET: WS-03 -------- FLAST REVISION: REVISION 01: 02-2014 APPROVAL: R. TISCHMAK, CITY ENGINE NOT TO SCALE I PLAN VIEW -MLY��F DMKEC�ECK r- 11�ls TOSEWIM W�LE� 11OXANO-E KOPSALLVAWE _4— I'm%% — S— '&IT F To mn METER FIREs u �A &�—A LE— *�P-X=�ERPIT Tos�,ICE :PVc kz- FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FP71NGS OR EQUAL. S SECTION ECT 4- 1" FIRE SERVICE PARTS LIST: I -B-24258 - 1" CO U P I -I N G M UELLE R I 10 X AN GLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES* I � NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8'MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3- THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 43HE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 6'OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. 6. ALL BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE I" FIRE / DOMESTIC SERVICE City WS-19 I& rff,T-.- I ukwila REVISIONAI: 02-2014 LAST REVISION: App— R. TISCHMAK, CITY ENGINEER o I VEN 1-1/4' RIGID CONDUIT MYER HUB NEN 51DE ACCESS BOX (TYP) NEMA 4X NON-METAWC 5 ENER GONNEr-TION JUNCTION BOX PER DETAIL ON Z—BOTTOM ENTRY WATER TIGHT STRAIN SHEET-r-L.3 -1-114" PE DISCHARGE PULL- PULL v/7 PIPE TO SERVICE 4 RELJEF CONNECTORS (FOR USE WITH UNDERGROUND CABLES) ATrACH USING CHA CRAIN RTERNH& GLUE JOINT q LOCK -NUT WITH SEAUNG FrMNG 3 PEA GRAVEL D BLDG. UF DIRECr BURY CABLE TO CONTROL BOX W R SEWER NO� 10 ANG THWN WIRE FOR PUMP (1 WIRE) /1-7 'NO, 14 AWG THWN WIRE FOR FLOAT CONTROLS (3 WIRES) N 1. TOP OF TANK CAN BE SET FLUSH WITH GROUND, IF A CONCRErE PAD IS POURED 913INDER LIFT. STA. AROUND THE UFT STATION AND SLOPED QU—Al AWAY FROM THE STATION. KEEP ROCKS AND DEBRIS OUT OF STATION. NILTERIALS LIST NTS 24' CIA GALVANIZED COVER 2 HP GRINDER PUMP - SEE 2. ACCESS SOX: TRAFFIC AREAS - EQUAL TO 12� POWER CONDUIT NOTES CARSON MODEL 1419-148 WITH 1+19-25 COVER 1-1/4* GALVANIZED PIPING, 1-1/4' PVC TRUE UNION BALL APPROXIMATELY 1.2' LONG VALVE (SS) HAYWARD OR EQUAL TRAFFIC AREAS- H-20 ROWED CONCRETE BOX EQUAL TO HOT DIPPED GALVANIZED FOGITTE 99-1/2 METER BOX 4a> 1-1/4- GALVANIZED UNION STEEL RAIL GUIDE SYSTEM 1-1/4' GALVANIZED NIPPLES (g HOT DIPPED GALvANizED LIDS SHALL BE MARKED ELECTRICAL OR SEWER RS$� PUMP TECH SHORT RAIL RESPECTIVELY OR HAVE NO CITY 4g� CHECK VALVE AND PUMP DISCONNECT RMROMATIC. 24.7 X 60- FIBERGLASS MARKINGS AT ALL, I AUG 0 COULD OR EQUAL TANK 3. CONTROL FLOATS NOT NOWN FOR CLARITY. PERMIT i SINGLE FAMILY LIFT STATION D 0 W 0 Uj CO Z SO co M C4 co UU C� 19 N M W cc) 04 00 z Lo C4 C14 L" 00 �e C�I W CD ;�;; U1 CD I— ri, 0 4� ..n 4- C 0 C) Q) L= 7 10 El00 P z I.- 0 L3 0 LO EJLO R-W— ACiTy CORREC11ONS 07/17/2020 A A A D,.a� I Ch..k.d 5, 2014 �1'1, w1c" 1'-10'-0* STANDAFZD GONSTRUGT�ON NOTES OENERAL 1. AT LEAST ONE INEEK BEFORE 5Er_7INNINr;:, CONSTRUCTION, CONTACT PUBLIC, NOR<5 UTIl ITIES IN5FECTOR AND SCHEDULE A FRECONSTRUCTION MEETIN(5. 2. NOTIF'T' THE UTILITIES INSPECTOR AT 206-455-01-7cl AT LEAST 40 HOURS (2 NORKINC7 1��AY5) BEFORE 5TARTIN6 FROJE(�,T SITE NOR<, 5. REOUEST A PUBLIC, NORKS UTILITY IN5FFr.TION AT LEAST 24 HOURS (I NOR<lNo DA"r) IN ADVANCE BY GALLINO 206-455-01-71�i. 4. THE CONTRACTOR A55UMES SOLE RESPONSIBILITY FOR NORKER SAFETY, AND DAMA<51E TO STRUCTURES AND IMPROVEMENTS RESULTIN6 FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE FERMIT(S) AND CONDITIONS, THE AFFROVEI�> PLANS, AND A CURRENT COPY OF CIT-T' OF TUKNILA DEVELOPMENT OUIDELINE5 AND DESION AND CONSTRUCTION 5TANDARI�)S AVAILABLE AT THE JOB SITE. ep. ALL NOR< SHALL CONFORM TO THESE APPROVED 1�)RANINOS. ANY GHANOES FROM THE APPROVED PLANS REGUIRE PRE-AFFROVAL FROM THE aNNER, THE ENOINEER, AND THE CITY OF TUrNILA. -1. ALL METHODS AND lvf,��TER!,&,L3 5HALL MEET CIT' OF TUKNILA DEVELOPMENT e=,UIL,)ELINE5 AND DESION AND GON5,71JCTION STANDARE;15, UNLE55 OTHERNISE APPROVED 5-T- THE FUE5Ll_- NOR<S I�)IRECTOR. E5, CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD 1�)RANINC,5 ON-51TE. ,;I. CONTRACTOR SHALL PROVIDE RECORD r;)RANIN65 PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR FU5LIr_ NOR<S APPROVAL BEFORE IMPLEMENTATION. IL ALL 5URVETIN6 FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A NASHIN6TON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVI�) lCiL55. FOR PROJECTS NITHIN A FLOOD CONTROL ZONE, THE FERMITTEF SHALL PROVIDE CONVERSION CALCULATIONS TO N5VP lq2q. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRAG�OR SHALL REFLAGE, OF, RELOCATE ALL SIONS DAMA&El�) OF, REMOVED DUE TO (�,ONSTRUCTION. 6RADINO AN1�,) EROSION rQNTRQL NOTES L THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REOUIREMENTS. 2. BEFORE BE&INNINC5 ANY CONSTRUCTION ACTIVITIES ESTABLISH THE CLEARIN67 LIMITS AND INSTAI L CONSTRUCTION ENTRAW,17. 3, BEFORE ANY &ROUNI�) DISTURBANCE OCCUF_5 ALL DOANSTREAM EROSION FREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OFERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACGORDIN6 TO THE ESr_ FLAN. 4. E5C, MEASURES, INCLUDINO ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION 15 OOMFLETEI�) AND PERMANENT 5TA51LIZATION 15 ESTABLISHED. 5. FROM MAY I THROUOH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT r�;15TUFBEI�) AREAS THAT NILL REMAIN UNAORKEI�) FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER I THROUOH APRIL 50, PROVIDE TEMPORARY AND PERMANENT COVER MEA5URE5 TO PROTECT 1�)15TUFE3EO AREAS THAT KILL REMAIN UNNORKED FOR TNO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: • PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNNOR<ED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOU6H COVER MATERIALS TO COVER ALL E;IISTUR15EL-) AREAS. -7. BY OCT05ER,5, SEED ALL AREAS THAT NILL REMAIN UNNOR<ED DURINr7 THE NET SEASON (OCTOBER I THROU&H APRIL 50). MULCH ALL 5EEI�>ED AREAS. UTILITY' NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR FXCEEI�) ALL APPLICABLE SHORIN& LAA5 FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET N15HA REaUIREMENT5. 2, PLACE FONER, CABLE, FIBER OPTICS, AND TELEPHONE LINES 5 IN A TRENCH NITH A 5'MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDER61RIOUNn UTILITIES. 5. AI�>_JU5T ALI MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC FI6HT5-OF-AAY OR EASEMENTS AFTER ASPHALT FAVIN6. SANITAR"r SEV�ER NOTES 1. ALL METHODS ANI�� MATERIALS SHALL MEET CITY OF TUrNlLA DEVELOPMENT (SUIDELINE5 AND DESI&N AND CONSTRUCTION STANDARDS, UNLESS OTHERN15E AFFRCVEI�l. 2.THE CONTRACTOR SHALL MAR< THE END OF THE 51DE 5EAER, INSIDE THE PROPERTY LINE, NITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE OROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT NITHDRANAL OF THE5TAKE. THE EXPOSED I -FOOT SHALL BE FAINTED TRAFFIC "rELLON AND THE DEPTH TO THE SIDE SENER OF, TEE SHALL BE INDICATED IN 5LAC< FAINT. 5.IN5TALL SANITARY SENER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED ED6E TO ED6E, FROM ANY EX15TIN6 OR FROF05ED NATER 5UFFL-r- AND AT LEAST 15 INCHES EELON THE E30TTOM OF A NATER LINE. NOR< IN RIOHT-OF�NA-�r 1. AHEN ACTIVITY 15 UNATTENDED, INSTALL A 516N NTH MINIMUM 71^10-IN(�'H LETTERS STATINS FERMITTEE OF, COMFANY' NAME, AND DAY AND EVENINry PHONE NUMBERS. TMr_ 11.00.140 2JNSTALL BARRICADES, SIC;,N5, NARNNG LI&HTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY FU5LIG OF OBSTRUCTION OF TRAFFIC HAZARD. DEVI(�,ES MUST REMAIN UNTIL THE OBSTRUCTION 15 CLEARED AND THE RI6HT-OF-AAi' 15 RESTORED. TMr, 11.0b.1-70.A 5. MAINTAIN ACCESS TO FIFE STATIONS, FIRE HYDRANTS, FIRE E5GAFES, AND FIREFIC�HTIN& EOUIFMENT. TMr_ 11.05.00 4. MAINTAIN ACCESS TO PROPERTY ADJOININO EXGAVATION OF, 51TE AORI<� 5. PRESERVE AND FROTE(�,T ALL PROPERTY ADJOININ6 EXCAVATION OF, 51TE NOR<. &.RE5TORE DISTURBANCE TO PRIVATE AND FUBLI(, FROPERTY. TM(�, 11,05.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MAR<ERS REOUIRES THE I�)IRE(:ITOR'S FREAFFROVAL. A LICENSED SURVEYOR SHALL REFLA(�-,E DISTURBED MONUMENTS AND MAR<ER5. O.ICOMPLYINITH ALL STATE AND CITY LANS AND FROGEI�)URE5 TO PROTECT FUEDLIG FROM AIR, NATER AND N015E POLLUTION, TM(�, 11,00.210 ci. INSTALL TEMPORARY SIL'�ENAL< OF, CURB RAMP IF PERMANENT 15 E31 OC<El�). TM(l 11.00.220 10. COVER OPEN EXCAVATION NITH NON-5<10 STEEL PLATES RAMPED TO ELEVATION OF CONTIOUOUS R16HT OF NAY SURFACE. TMC, 11.0a.220 II. STORE ALL 5TOC<FILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. FAVEI\�ENT RESTORATION 1, COMPACT 5AG<FILL TO COMPACTION OF UNDISTURBED &ROUNr�) OR COMPACT BAC<FILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORI&INAL CONDITION IMMFDIATEL-( FOLLONINC;; 5AC<FILLIN& OR NHEN CONCRETE 15 CUREI�). a.FXGEFT FOR NINTER OR OTHER AEATHER CONDITIONS ARCH PREVENT FAVINC7, COMPLETE FAVIN6, RESURFACINO, OF, FACILITY REPLACEMENT: • ON FRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET NITHIN 5 CALENDAR DAYS. • ON OTHER STREETS NITHIN 7 CALENDAR :;)AT'S b�FOR NOR< PREVENTED DUE TO NEATHER: - PROVIDE A TEMFORAR"( FATGH. 5. PROVIDE A CONSTRUCTION SCHEDULE ADDRE5SIN6 MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE AOR< AS OUIC<LY AS POSSIBLE STQR�� DRAINAOE NOTES 1. ALL METHODS AND MATERIALS 5HALL MEET CITY OF TU<AILA L�EVEI OFMENT (5UIPELINE5 AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT <IN6 COUNTY SURFACE NATER DE516N MANUAL, UNI E55 OTHERNISE APPROVED. 2. MAR< ALL STORM DRAIN INLETS NITH @DUMP NO NASTEA AND EITHER @DRAINS TO STREAMS-, OEDRAIN5 TO NETLANDS-, OF, @DRAIN5 TO r5ROUNDAATER-, AS APPLICABLE. 5� DRIVENAY CULVERTS 5HALL BE OF SUFFICIENT LENISTH TO FROVIDE A MINIMUM 3:1 SLOPE FROM THE ED6E OF THE DRIVENAY TO THE E30TTOM OF THE DITCH, CULVERTS 5HALL HAVE BEVELED FNI:;) 5ECTION5 THAT MATCH THE SIDE SLOPE. 4� 5INSLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED 5" 5UBI�)IVISION MUST FROVII:;�F 1�)OANSFOUT INFILTRATION 5HONN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS NITH 1-HE UTILITIES INSPECTOR. FROVII�)E A AIRE OF, OTHER DETECTION DEVICE AND MAR< STUB -OUT LOCATION NITH A 5-FOOT 2AX4A 5TA<E, BURIED 4-FEET A',V LABELED @STCRM'OR @DRAINA. V�ATER SUFFL"r NOTES 1. THE CONTRACTOR SHALL INSTALL (fORFORATE STOPS, NATFR SERVICE LINES, AND METERS. THE CITY OF TUI<AILA KILL INSTALL THE METERS. 2. PRESSURE TEST ALL NATER MAINS AND APPURTENANCES. 5. FLUSH AND DISINFECT NEN, CLEANED, OF, REPAIRED NATER MAINS. 4.IN5TALL RESTRAINED JOINTS AT ALL BENDS, TEE5, AND OTHER DIRECTION CHANOES. 5. ALL NATER MAINS SHALL HAVE A 5LON-OFF ASSEMBLY AT LON POINT AND AN AIR VACUUM RELIEF VALVE AT HI&H POINT OF MAIN. 6. 1 N5TALL F I RE HYDRANT ASSEMBLY 50 1 T STANDS PLUMB AND SO THAT THE LONEST OUTLET 15 AT IaA ABOVE THE FINISHED C�RADE. THE A55EMBLY SHALL HAVE A GLEAR ZONE AROUND HYDRANT OF AT LEAST S&A AND THE PUMPER FORT SHALL FAC,E STREET OF, FIRE ACCESS. -7. THE INSTALLER OF A FIFE LINE BA(�,<FLON FREVENTION DEVICE INSTALLED OUTSIDE THE 5UlLr7)lN6 AND UNr�IERrROUNI��, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U GONTRACTOR'5 CERTIFICATE OF COMPETENCY. IF THE INSTALLER 15 DIFFERENT FROM THE 5AC<FLON PREVENTION L�)E51&NER, THE INSTALLER MUST STAMP, SION, AND DATE THE PLANS, IN ADDITION TO THE DE516NERS STAMP, SI&NATURE, AND DATE. �5.IN5TALL NATER MAINS CROSSIN& SENER LINES 50 THAT THE E30TTOM OF THE NATER MAIN 15 AT LEAST lb INCHES AE30VE THE TOP OF THE 5ENER. LOCATE FULL SECTION OF NATER FIFE 50 THAT ITS MIDPOINT 15 ABOVE THE SENER FIFE AT THE CROSSINIS. THIS INSTALLATION MAY REOUIRE SFE(,IAL STRUCTURAL SUPPORT FOR THE NATER AND SENER FIFE. q. INSTALL NATER 5UFFLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED ED6E TO EDr7E, FROM AN"( EXISTIN67 OF, FROFOSED SENER AND AT LEAST la INCHES ABOVE THE TOP OF A 5ENEF TD-IFQRAR�-( EROSION AND SEDNENTATION GONTROL REOUIREt-IENTS 77777 2/10/202( TEMPORARY ER05ION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RI&HT OF NA"r, PUBLIC STORM 1�RAIN�^I�QA(�-,ENT PROPERTIES, AND NATER COURSES (IF ANr) ARE REOUIREP FOR ANY AND ALL NORK INVOLVINIS EARTH DISTURBANCES. THE FOLLONIN(5 _j _j 15 A REGOMMENDEI�� MINIMUM SET OF REaUIREMENTS FOR ALL 6RAr�'IN&/DRAINA6E ACTIVITIES. Q: D TEMPORARY FRO51ON AND SEDIMENTATION CONTROL 0 FACILITIES (TESG)0WLUDIN0 BUT NOT LIMITED TO TEMFORAR'T' CONSTRUCTION ENTRANCE, CATCH BASIN cl) PROTECTION, SILT FEN(�-,E INSTALLATION, INTERCEPTOR Z uj co ;� C) DITCHES, SEDIMENTATION PONDS AND 5TRAA BALES) Q9 co 00 co * M C-4 co MUST BE IN PLACE PRIOR TO DEMOLITION. W uj c� I? c'j m UJ co GLEARIN&/6RAI�IINC�/ETIS. SPOIL FILES SHALL BE KEPT 1:14 00 COVERED. ALL PUBLIC, STREET/ROAD5 SHAI L BE KEPT z ul IUD FREE OF MUD AND CONSTRUCTION DEBRIS. RESG FACILITIES SHALL BE MAINTAINED UNTIL FINAL 00 y LANI��5CAFIN& GOMFLETEF,). NO SEDIMENT LADEN NATER uj SHALL ENTER FU51_1(�� STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES, NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REOUIREI�) DURIN6 CONSTRUCTION. CONTRACTORS NILL Al�)HERE To ADDITIONAL REaUIREMENT5 AS CONDITIONS NARRANT AND THE PROJECT FROr7RESSES, INC,LUPIN6 CLEANIN(5 OF DOAN5TREAM f.ATGH BASINS AND DRAINA6F FACILITIES OF SEDIMENT FROM THIS PROJECT. I- THE IMPLANTATION OF THESE TE5C PLANS AND THE I CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UF6RADINO OF THESE T175r, FACILITIES 15 THE RESPONSIBILITY OF THE CANER AND/OR THEIR 4� 0 CONTRACTOR UNTIL ALL GON5TRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE r�LEARIN6 LIMITS 5HONN ON z TH15 PLAN SHALL BE CLEARLY FLA6,�Ej�� By eURVEy IL TAPE PRIOR TO r -ONSTRUC,TION. ALL D15TURBFI�) 13 AREAS SHALL E3E MAINTAINED BY THE ONNER A&ENT AND/OR THEIR CONTP ,A(STOR FOR THE DURATION OF CONSTRUCTION. 00 5— THE TESG FACILITIES SHONN ON TH15 PLAN ARE THE E3 MINIMUM REOUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TEeC FACILITIES.SHALL BE 0 UP6RADED AS NEEDED FOR UNEXPECTED STORM 4_1 EVENTS AND MODIFIEP TO ACdCOUNT FOR ICHANOIN& 0 SITE GONDITION5. 4_1 c: 4— I;IURIN6 THE NET SEASON, ANY AREAS OF EXf -05EI�� Q) E z SOILS SHALL BE IMMEDIATELY STABILIZED NITH U) AFFROV=) TESG METHODS SUCH AS 5EEDIN0, 0 MULCHIN&, PLASTIC COVERIN6, ETIC. F cf) 5- THE TESIC FACILITIES ON INACTIVE 51TE5 SHALL BE W INSPECTED AND MAINTAINED REOULAR ,LY BY THE CANER A(5ENT ANI��/OR THEIR AFFILIATED u) 0 CONTRACTOR. 0 0 Lo 5TAE31LIZFD ICON5TRUC -TION ENTRANCES AND ROADS 0 SHALL BE INSTALLED (NHERE REWRED) AT THE 15176INNINO OF CONSTRUCTION AND MAINTAINED FOR Lli THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS NASH FADS AND SEDIMENT r) TRAPS MAY BE REWREI�) TO ENSURE FAVED AREAS E AND PUBLIC ROADS ARE <EFT CLEAN DURINC, THE CONSTRUCTION PERIOD. 7- ANY PERMANENT FLON CONTROL FACILITY USED AS A TEMPORARY 5ETTLIN6 BASIN SHALL BE MODIFIED NITH THE NECESSARY TEMPORARY FRO51ON CONTROL MEASURES AND SHALL PROVIDE ADEaUATE 5TORAC7E CAPACITY. 5- NHERE STRAN MULCH FOR TEMPORARY ER05ION CONTROL 15 REOUIRED IT SHALL BE APPLIED AT A MINIMUM THIG<NE55 OF 2 OR 5 INCHES. cl- EXISTINO UTILITIES NERE NOT SURVEYED AND THEREFORE NOT 5HONN ON TH15 PLAN. IT SHALL BE THE CONTRACTORS RF5FON51BILIT',r To DETFRMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF j F 2 2L-1 11--i— CITY CORREC ONS RRECTIONS ALL EXiSTINry UNI;IER(��,ROUND UTILITIES PRIOR TO 07/17/2020 F GOMMENCIN& CON5TRUCTION ALNAY5 CALL BEFORE YOU D16: 1-500-424-5555 C:'l- C!, 7� EROSION CONTROL D,.aW Ch� k�d SEED KXTURE TAE3LE D.t. - Clotobw 9, 20114 A- GHENINOS OR RED FESICUE 40 Nlo OF NEIISHT) 5- ANNUAL OR PERENNIAL R*rE 40 (%OF N1716,14T) RS�JIYVED CITY UKW LA G- REDTOF OF, COLONIAL 5ENT&RA55 10 (961 OF NEICvHT) AU6 0 6 71'im C2.1 0- AHITE DUTCH CLOVER 10 No OF NE16HT) D 10, - a s C-lot PERMIT CENTER CB #7 T-1 STANDARD LID RIM EL,=256.04 IE=252,44 12" CONIC (DI)l W, IE-252.44 12"CONC (DI) E. NEV� 1�)RIVEJNAr AFFROACH FER DETAIL ON SHEET GI.2 (ASFHALT IN .2 /EXI5TIN& TER LINEASp-- EXJSTIN6 1:,�- EXISTIN6 5" STORM DRAIN C 13"#-,�- 1 5ENER LINE EX15TINry ;NATL ME I,, R STANDAR--- EXISTIN6 TO BE UPORAD TO L L O\/ERHEAI�� eEE-I�ETAIL5 N5-0 RIM EL.=2"65S- FONER 0 NS-Iq -CN---l5HEET (�,13 IE=261.23 12"'b+,�W' /V n- i -- IE=261.23 12" D1 E. F`OJ,NER, FHONE, 4 GAELE TO 5E INSTALLED NDER61ROUND IN ACCORDANCE NITH UT 'o FF,O\/10r-R r7UIDEI INES AND I GIT"r STANDARDS I NEN 5ENER STU SEE DE FAIL 250 ON SHEET G13 DIR 1 24,B I (�,B-02 (T-rFE 1) 54"x5O" 2.4 W OIL/V�ATER SEFARATOR TOW 2415 B.01U� 24350' LL 2.4.4 IE= 25ro.50' 4' MAX. HT. RETAININ6 V�ALL FIER DETAIL ON IE (IN)= 240,00' 24 IE (OUT)= 2511.00 SHEET 01.2 0 (F-EILD VERIF'r) /V 6 s g PROVIDE STABILIZED T.01.1: 24250---- 7p A' BDM� 242DO' 8'07 I X15TINO FIRE CONSTRUCTION ENTRANCE HrDRANT PER DETAIL ON SHEET 023 Q0 < 7 7 7 x G NQ 8, PROVIDE 2'-0" NIDE X 10'-C" LON& X 4'-0" DEEP CONC', YD WA DIRI EWAY. r�)15FERSION TRENCH PER FIr7URE 4.2.2.G (TYF. FLON I F D. 11 U -H) OF 2016? KINO COUNT"r SURFACE kNATER r�dSFER510N TRENG Q0 -j I 9N MANUAL. MINIMUM SETBACK FROM FACE OF CD " I I z DESIC x ��— — I FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED F\IC-SrH DONN5FOUTS N1 GLEAN E TRYL — - \ 40 FIFE AS DISPERSAL FIFE (NITHIN TRENCH) NITH IE TO BE > ,7Z OUT AT ALL CORNERS PORCH ro" coNTINUOUS 0 18)" MINIMUM 5ELON TOP OF TRENCH AND EXISTIN& &RADE > @ 242.00' TRENCH DRAIN 6 SL�F Ili- 260 > I LF 4" F\/C @ 2% 0 T ENCH DRAIN To GE3-(::V 4" DIA. PERFORATED F\lr- FOOTIN& DRAIN LINE PROPOSED PRO\/IDE A MINIMUM OF 25 FEET VE6ETATED C\ Fr - FLON PATH ON 1�)O�NNSTREAM OF DISPERSION CONNECT TO DRYVNELL RES11;�EW,-E > x TRENCH AS A BMF TO ALLON DISFER51ON MAIN=242.00' T �14 Q0 u E35MT=23Le,-f` THROU&H \/FOETATION (LANN, ETC.) k FIND. LINE FER EMF T5.13 OR BETTER ID -T- TE3R "PROPOSED PROP LINE" 20 LF 4" FVG g 2% SLOPE 2OLF 4" DIA SOL 14"VC, FERVIOU5 -Jx DRAIN TO GB-Ol 25 5LOFE FF,7�f F4VEIR WAL vi -10 FOOTII` S //�o z 2� C15-01 (TYFE 1) DRIr NELL I Lu I 4"dIa. FVO 54"x3o" IL CLEAN OUT RIM=25q.50' CI3 #7 T-1 :J I — — — — — — — — — - IE= 254.50' q) IE (IN)= 25,5.00' > STANDARD LID 0 IE (OUT)= 25-7.50' RIM EL.=226.96 PARC�L 98 x (FEILD VERIF'r) IE=224.66 4" PVC N. x . . .... PROVIDE Z-O" MOE X 55'-0" LON& X 4'-0" DEEP IE=224.66 4" PVC SE —LNGOV'D DECKeMAINFLR m DISPERSION TRENCH PER FISURE 4.2,2.(f (TYF. FLON P VIDE CATCH BASIN 0 240 1�11SFER510N TRENCH) OF 2016 KIN6 COUNTY SURFACE NATER F OTE(�TION FER DETAIL S/ T-a 0 iE DE51&N MANUAL, MINIMUM SETBACK FROM FACE OF ,23 1 FOUNDATION SHALL BE 10'-0". USE 6" PERFORATED F\/(�,-5rH ON SHEET r TE3R FVIVI ILL. -226.69 m 40 FIFE AS D15FER5AL FIFE (AITHIN TRENGH) Y�ITH IE TO BE FROVIDE -72" DIA. N 45" DEFF lb" MINIMUM BELON TOP OF TRENCH AND EXISTIN& &RADE 1�)RY �NELL FOR FOUNDATION x DRAIN. FILL 1�)RY NELL vql 1 1/2 FROVIDE TREE NASHED ROCK. TOF OF DRY NELL A/ FROTEGTION AT AL 69- r TO BE 1'-0" BELON FINISH &RADE. (3'0 -230 RETAINED TREES PER DETAIL ON SHEET C2.5 /0 5EVqER LIFT STATION S rl- 77 FUMF TO BE ZOELLER GRINDER FUMF: cg� 2 HF MODEL NUMf5ER 4 HEN7 JNITH 1-1/4" FROVIL.�E A MINIMUM OF 55 FEET DISGHAROE NFT NITH VERTICAL 5NITCH xi VE6ETATED FLON FATH ON FLOAT CAST IRON, I PHASE, 240V AC. DO�NNSTREAM OF DISFERSION SEE DETAILS ON SHEET C1.3 TRENCH AS A EMP TO ALLON D15FERSION THROUC7H VEr::,ETATION (LANN, ETC) FER 5MF T5.13 OR BETTER REFER TO 67ECTEOHNICAL REPORT PERFORMED 15Y, 2-20 rvEO r-7ROUP NORTHW�IE5-F, INC, I�)ATEI�l JUNE 2ci, 2020 E N /IN -71 (�::) N r,, N -F fz;;�, L (7 E e - - --- - -------------------------- ---- SGALE 10'-0" a 10 20 4a 0 w (9 Z uj cf) 0 000) CCO4 Colo) F5 `� 19 ui 0-0 H- C:) Z Lo Lo N c\I 0c) cl) to w n 4- c 0 .2 41 E 0 Y) 0 E z 0 10 r- 00 ED z 0 rj V) 0 LO 0 0 U to R�V,Wo- F L17 111 2 5 2 1 CITY 7C/02ROR2EOCTIONS 07/1 A A Dra Checked D.t. mtobgw a, 2014 RE$Ft" Q Sh-t — CITY 0 UR AUG 06 io PERMIT CE 2.2 2 x 4 DoUr::,.FIR (p 45" o.r-. Ln 2" x 2" x 14 r7A. KKF STAPLES OR NIRE RINI55 OR E UAI FILTER FABRIC, ON N.N.F. A r-1 - I . ............... I' OF 1 1/2" I/NASHED �z 4#�#*_I#w ROC,< OR PEA 6RAVEL + 2" EXr_ES5 OVERLAP 7 -_RI 71V A4 W I I iw_ v FILTER FABRIC, MATE 7,AL MIRAFI 100 X OR EOUAL 6" x 6" TREN(J SECTION ELEVATION SILTATION FEN(,-E 1�)ETAIL IT 15 RECOMMENDED THAT THE ENTRANC,E BE CROINNED 50 THAT RUNOFF DRAINS OFF THE FAD_ IN5TALL DRI\IEVqAY GUL\/ERT IF )I THERE 15 A ROADSIDE DIT0H FRE5ENT, A5 PER KIN& COUNTY ROAD 5TAN0AR0&---------I 4"-b" OUARRY 5FALL5 (5EO-TEXTILE FABRIC, PROVIDE FULL Nll�)TH OF IN6RESS/E&RES5 12" MIN. THIrzKNE75 �"Eit AREA STAE31LIZED CONSTRUCTION ACr--,ESS CATCP 13A��_ GRATE 117--1 11 1X . . ] -_ - 11-111- NOTE- TPIS c)rTAIL 16 ONLY SOLID WALL OVSIRFLO� El I 1=1 SCIIE�ATIC- ANY NeERT is ALLowEv TI4AT HA5 A MIN OB rj-ilf =FM= C.F. Or- BTORAC�E, THE STORED FILTIERMEDI,A-�'_' -DlmrNT, AN OVERFLOW, AND FOP, DrWATE 5E CAN 13F EASILY MAINTAINED. FOIROU5 50TTOM r-ICqURE- 0.4.L r-ILTE-R �RIC F�RQTIE-CTI STANDARD 5TFENr�TP--, CqKATr= FILTER, FADRIC M 111 , , I , NOTE;, ONLY TO SE USED WPERE 4 POND Nr4 OF WATER A15OVE TWE CATCP 13ASIN WILL NOT CAUSE J111.1 J—CATOP SASIN-j I Inn TRAFFIC Ppoj3LrMS AND UJI-IRRE, OVIEF-FLOW WILL NOT F.F5ULT IN rRO51ON OF SLOPES FIGIURE DAM CATOI4 15ASIN INSIE-RT ALL OATC�4 IBA51N6 TO 5E- PROTECTliD AND MAINTAINED PER KINC-f COUNTY DE-TAII-5 DAL 4 DAM ZONE C,; DIA=2X FLAN FEN(�,=lN&/RQQT FROTE(fTION CHAIN LINK FENClN(� TO BE PROVIDED AND MAINTAINED AT DRIP LINE. ENOINEER'5 APPROVAL REGUIRED FOP, U5E/Ar_0E55 NITHIN ZONE E3. PERMISSION FOP, U517/AOCE55 REOUIRE5 SURFACE FROTECTION. FOR ALL UNFENcEP UNPAVED SURFACES NITHIN ZONE B. TRENr_.,HlN0/EXC,A\/ATl0N ZONE A (ORITIGAL ROOT ZONE) 1. NO DISTURE3ANCE ALLONED NITHOUT SITE-5FECIFIC, INSFEr-TION AND APPROVAL OF METHODS TO MINIMIZE ROOT DAMA&E. 2. SEVERANCE OF ROOTS LAR6ER THAT 2" DIA REaUIRE5 ENOINEER'S APPROVAL. 3� TUNNELIN& REaUIREP TO INSTALL LINES 5'-C)" SELON &RADE OF, 1�)EEFER. ZONE E3 (DRIFLINE) 1. OPERATION OF HEAVY EaUIPMENT ANI�)/OR STOCKPILIN& OF MATERIALS SUBJECT TO ENr_,INEER5 APPROVAL. 5URFAC,F PROTECTION* MEASURES REWRED. 2. TRENCHIN& ALLOAED AS FOLLONS: -EXCAVATION 5"r HAND OR NITH HAND -DRIVEN TRENCHER MAY BE REWRED. -LIMIT TRENr_H NIDTH. DO NOT D15TUR5 ZONE A MAINTAIN 2/3 OR MORE OF ZONE B IN UNDISTURBED CONDITION. 3. TUNNELIN6 MAY BE REOUIRED FOR TREN(�,HE5 DEEPER THAN 5'-0". ZONE C, (FEEI�)ER ROOT ZONE 1. OPERATION OF HEAVY EaUIPMENT AND/OR '5TOG<F`ILINC7 OF MATERIALS SUBJEGT TO EN61NEER5 AFFROVAL. 5URFAGE PROTEr-TION* MEASURES MAY BE REOUIRED. 2. TRENCHIN(5 NITH HEAVY EaUIPMENT ALLONED AS FOLLOVqS: -MINIMIZE TRENGH NIDTH -MAINTAIN 2/5 OF, MORE OF ZONE C IN UNDISTURBED CONDITION. SURFACE FROTEOTION MEASURES 1. MULCH LAYER, ro"-b" DEPTH 2� 3/4" FLYNOOP 5. STEEL PLATES CITY OF SEATTLE TREE PROTECTION DURIN6 TRENrHINrv, FUE3LIC, UTILITIES DEPARTMENT I TUNNELINO, 4 EXCAVATION I 0 0 Ml c 0 4_1 E V) OR c- 0 0 LLJ 0_ E uj M ce) (ED, uj a) cj co c� I? c'j (m 00 04 00 P000 0 z c1l c%j — :5 :S K 00 �e C) W (o S2 w (o _j 0 0 to &CITY CORREMIONS 07/17/2020 � r El 3 2 5, 2 A Lj .4= I Checked- D.t. octobw 2014 R e' C 0 7 to' 7 COR /20 R 2 :h E 0 C"ONS ecked Sheet clTy Auo o6am C 2 0 340 PERMIT CENTEF 1 10, 0. '.0-0, NEN DRIVE�NA`r APPROACH PER DETAIL ON SHEET C1.2 (ASPHALT IN R.O.N.) n 7 EXISTIN6 5" SENER LINE EXISTIN6, OVERHEAD PO�NERJ V n- FONER, PHONE, $ CABLE TO BE INSTALLED �LNDER6ROUND IN ACCORDANCE NITH_L)_TIV7T— PROVIDER 6UII�)ELINES AND CIT"( STANDARDS 257.5 2— SO SO 1) 71 N(� E5 EX15TIN& VIATEf� -TO BE UPCRADE 7�1 � __1 - � C13 #7 T-1 STANDARD LID IM EL.=256.04 IE=252.44 12" CONC (DI)l W. IE=252.44 12"CONC (DI) E. EXJS`TN�C, 12 R RM STO Mt B �J- IR I N STANDAR��,4b- "�RIM EL =263 53- IE ��61 SID 2 61. 2 3 12 -4D-ll E. 0. 0 64.1 4'MAX. HT. RETAININO NALL PER DETAIL ON 5HFET C1.2 C13 #7 T-1 STANDARD LID RIM EL.=226.96 IE=224.66 4" PVC N. IE=224.66 4" PVC SE SS LID X 2-2- -5 RIM EL.=226.69----" FROVIDE (3) LIRIODENIDRON TULIFIFERA(TULIF TREE) �FX15TIN6 FIR>E/ H �"r D7P-,A N T FND. LINE 11 PROPOSED PROP LINE" 0 I uRn j-14E-n P7-ff9— � to-� 240 220 260 —PROVIDE TREE PROTECTION AT AL — RETAINED TREES PER 33.7 DETAIL ON SHEET r-2.3 230 X226.7 F I T I (S� A 71 cf,—) N F:�'L_ A N SCALE 0-0" 0 20 40 ZONE r,7 DIA=.2X PLAN CHAIN LINK FENCIN& TO BE FROVIDEI�� AND MAINTAINED AT DRIP LINE. EN61NEERS APPROVAL PEaUIRED FOR USE/ACCE55 NITHIN ZONE B. PERMISSION FOR USE/ACCES5 RFOURE5 5URFACE PROTECTION. FOR ALL UNFENCED, UNFAVE171 SURFACES KTHIN ZONE B. TRENC,HlN6/EXC,A\/ATl0N ZONE A (ORITIOAL ROOT ZONE) I . NO DISTURBANCE ALLONED NITHOUT SITE-5FECIFI(f, INSPECTION AND APPROVAL OF METHODS TO MINIMIZE ROOT DAMA&E. 2. SEVERANCE OF ROOTS LAR6ER THAT 2" DIA REOUIRES EN(51NEER'S AFFROVAL. 5. TUNNELIN6 REOUIRED TO INSTALL LINES 5'-0" BELOVi &RADE OR E;)EEPER. ZONE E3 (QRIFLINE) I . OPERATION OF HEAVT' EOUIPMENT ANI�I/OR 5TOCKFILIN6 OF MATERIALS SUE3,JECT TO ENSINFER5 AFFROVAL. SURFACE PROTECTION* MEASURES REOUIREP. 2. TRENr-HIN6 ALLOAEP AS FOLLO�NS: -EXC,A\/ATION 5r HAND OR AITH HAND-E;IRIVEN TRENCHER MA"r BE REOUIRED. -LIMIT TRENCH NIPTH. DO NOT 011STURB ZONE A MAINTAIN 2/5 OF, MORE OF ZONE B IN UNDISTURBFI�� GON0)ITION. 5. TUNNELIN<� MA-r BE REaUlRED FOR TRENCHE5 DEEPER THAN ZQNF_ C, (FEEI;�ER ROOT ZONE) 1. OPE5,ATION OF HEA\/-T' FGUIIIMFNT ANI;VOK 5TOCKPILIN(5 OF MATERIALS SUBJECT TO ENr7flNEER5 APPROVAL. SURFACE PROTECTION* MEASURES MAr BE REaUIRED. 2. TRENCHINC;, NITH HEAVY EaUIFMENT ALLO�NEI�, AS FOLLOV�S: -MINIMIZE TRENCH AIDTH -MAINTAIN 2/5 OR MORE OF ZONE G IN UNDISTURBED CONDITION. 5IJRFA(:,F= FIROTErTION MEASURES 1. MULCH LAYER, DEPTH 2. 5/4" PLYNOOD 5. STEEL PLATES CITY OF SEATTLE TREE FROTECTION DURIN(5 TRENCHIN6,, PUBLIC UTILITIES DEPARTMENT TUNNELIN6,, $ Exr-AVATION TREE INFORMATION # SIZE TYPE DRIP LINE FETAIN CANOFT REMOVED T-I 48 FIR 55 No 2,31 ro 6F T-2 22" DECIDUOUS 40 N 0 1,251 5F T-3 i o" RHODIE 10 NO -le &F T-4 22" PINE 35 NO cJro2 6F T-5 12" DECIDUOUS 25 NO 41BI SF T - ro 12" LOCUST 20 NO 314 eF T-1 12" LOCUST 25 YE5 0 6F T-0 12" APPLE. 25 YES 0 eF TOTAL TREE CANCIFY REMOVED: 5,41S &F REPLACEMENT TREES: 5,41e 5F > 1,001 SF� = 3 NEW TREES REQUIRED J RECEIVED CITYOFTUKWILA DEC 1 6 2020 PERMIT CENTER I CIL 0 w (9 Z LLj cl) c') .0 ow C'o uj 0� cc',, '001) < w co C14 00 z U-) Lo N CN 00 �4 _j 0 W w '(00 ; �; I. - m 0 4- 0 0 4� Q) E u� I cl� c- 0 0 E Q) z 0 co r- 00 In z 0 0 0 0 ciul I R��i.l I� ACIP CORRECTIONS 0 /17/2020 A A Al I A Ch�.k�d 9, wlq I I".0-0, NEJ,N 0Rl\,/EINA`r APPROACH PER DETAIL ON SHEET (�,I.2 (ASPHALT IN 257.5 `D6 CB #7 T-1 STANDARD LID RIM EL.=256.04 IE=252.44 12" CONC (DI)l W. IE=252.44 12"CONC (D 1) E. SID 0 EX1571Nry 50 7 NATER LI E4Sg)�-- SD EXIII 12, EXISTINr5 e�" RAIN SEV�ER LINE L EXISTIN6, EX15TIN AT METER STANDARD� L4�� R I tft 0 -TO BE UP&RADE To r L� =26� 5S- OVERHEAl';)l PONER S/o -�E=261.2�3 12" 1 E. /V n s PONER, PHONE, CABLE TO 7 7 BE INSTALLED UNPER6 UND IN Ar��ORDANGE VYTH T 6 PROVIDER &UID)ELINE5 AND -- 0 r,IT'T' STANDARDS 2 DIRT 4'MAX, HT. RETAININr-- V�ALL PEP, DETAIL ON SHEET C1.2 24 25 (y) 5,0" 242.00' 0 FROVIDE (1) ACER FALMATUM X239.3 2 (BILOODG001) JAPANEE155E MAPLE) ONC- RIV YDp I III ::: 6 7F _ WALK- 238.9 � c� ENTRY 0 PORCH N� @ 242.00 Q0 J C13 #7 T-1 STANDARD LID RIM EL.=226.96 IE=224.66 4" PVC N. IE=224.66 4" PVC SE--�� SS LID X22-5 RIM El-.=226.69-----` PROVIDE (11) THUJA STANF,)15HII X --- PLIr.ATA 'C;REEN 61ANT ARBORVITAE' 1.5 INGH MIN. r-ALIPER 55FACINIS PROPOSED RE51DENCE MAIN=242.00' 55MT=231.611' Y��2-) 4A 0. T 2. X237,5 2 29-C 28.6 X PAR F\ 4OVD %CK - �MAIMFLR c 15 0 T-1 0 -7 � ,I & L/ 49 0 Z-4 .0 I/ / vv v 1/4 EXISTIN& FIRE/ --H'rDRANT x 25 -_3 260 FND. Ll�E 45. "PROPOSED FAV' W L< rr'�Ul- LIINL \�\o k5\- �X/3 9. 3 0 NOTE: 2 0 2 4LL NEW TREES &�-IALL 0 EE- A MINIMUM OF 1,511 IN r-, 1, 4 M E T E R VI) 80 1-� L-Qn I m 0 240 T - 5 X 2 _3 7.. - PPCVII:)F TREE PROTECTION AT AL RETAINED TREES PER .7 DETAIL ON 5HEET r-2.3 L��) I �230 X226.7 FRovIDE (1) LIRIOIDENDRON TUL IF IFE RA (TUL I F TIRE E) FROVIDE (2) MAGNOLIA LILIIFLOI;RA X 5FRENGERI 6.5 (GALAXY MAGNOLIA) no 220 7FR-EE �-1171C=2A71co::)N F=LAN ==;J=� 50ALE ; I" = 10-0" 0 10 20 40 F G AND ION RQMCTRA�L MELL 1. CHAIN LINK, WRE MESH, OR SIMILAR OPEN RIGID MATERIAL (NO PLYWOOD) 2, MUST BE INSTALLED PRIOR TO DEMOLITION OR GROUND DISTURBANCE 3, K PT IN PLACE FOR THE DURATION OF CONSTRUCTION 4, NO SOIL DISTU HANCE OR ACTI�lTY ALLOWED WITHIN FENCED AREA: MATERIAL STORAGE/STOCKPILtNG. PARKING, EXCAVATION. DUMPING. OR WASHING 5 MODIFICATIONS OF THESE REQUIREMENTS BY APPROVAL OF CITY PLANNER ONLY 6 IF ROOTS GREATER THAN 2 INCH FOUND OUREDE OF FENCING� PROTECT BY HAND EXCAVATION AND, IF NECESSARY, CUT CLEANLY AND KEEP MOIST 7� USE 3 INCHES OR DEEPER WOOD CHIP MULCH OUTSIDE FENCED AREAS TO PROTECT FEEDER ROOTS VEGETATION PROTECTION 1. ORANGE MESH OR SIMILAR OPEN MATERIAL I 2. MINIMIZE CONS COON ZONE 1 PROTECT VEGETATION OUTSIDE CONSTRUCTION ZONE NTH FENCING AS SHOWN 4. USE 3 INCHES OR DEEPER WOOD CHIP MULCH OUTSIDE FENCED AREAS TO PROTECT FEEDER ROOTS EN RE DRIP E 014 PERMIT SITE, TREE I$ VEOETATION FROTEr-JION TREE INFORMATION # SIZE TYPE DRIP LINE RETAIN REMOVED T-1 48" FIR 55 NO 2,31 & 5F T-2 22" DECIDUOUS 40 NO 1,251 5F T-3 10" RHODIE 10 NO 113 5F T-4 22" PINE 35 NO 13&2 5F T-5 12" DECIDUOUS 25 NO 4el 5r- T - ro 12" LOCUST 20 NO 314 5F T--1 12" LOCUST 25 YES 0 5F T-a 12" APPLE 25 YES 0 5F TREE CALCULATION: NUME3ER OF TREES ON SITE: 5 TRF*E5 REMOVEI�); (o REMOVFI�) TREE5 ALLO�NEI�) NITHOUT REFLA(�,EMENT: I TREES REMOVED: 6-0" TREES REMOVED: 0 >5-la" TREES REMOVED: 5 >Ia" TREES REMOVED: 5 REPLAOEMENT TREES REaUIRED &-a" TREES (1: 1): 0 TREF5 REGUIRFE,) TREES (1:2): & TREES REMIRED >la" TREE5 15): ':1 TREE5 REOUIRED TOTAL OF 15 REPLAr-EMENT TREES REMIRED CORRECTIOM ILTR#—Z— RECEIVED CITY OF TUKWILA FEB 0 3 2021 PERMIT CENTER 0 CL D 0 w 0 Z uj cl) Lli C", '(100 � �,� d, uj 00 3: 00 f- aa 0 Z Cj Cl -� co v w W 'too F- ul 0 4-` Q) r') 75 c- 0 0 4-` 0 41 c Q) E co .2 co 0 Lij c� E Q) I-- z 0 �- E3 0�0-- :3 0) (n z V) 0 V) 0 V) 0 0 EJLo ACI�l� CORRECTIONS 07 17/2020 AC TY CORRECTIONS 011/31/2021 A A D—rI I -. ,sp I D�I�Xtob@r 9, 20M Sh..t THE S.k, V-I