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Home My WebLink AboutPermit D19-0361 - AJ RESIDENCE / LOT 3 - NEW SINGLE FAMILY RESIDENCEAJ RESIDENCE - LOT 3 15317 65TH AVE S EXPIRED 8/30/2023 D19-0361 Parcel No: Address: C) �`^�x� m�� Tukwila ^°U~� ��o " K�m^m�Uoa Department of Community Development 6300SomthcenterBoulevard, Sube#1UO Tukwila, Washington 9A1D8 Phnne:ZU6~u31'3670 Inspection Request Line: 2V6'438'935O Web site, http://www.TukwilaWA.gov 3597000322 Project Name: AJ RESIDENCE - LOT 3 COMBOSFR PERMIT Permit Number: D19'0361 Issue Date: 6/9/2020 Permit Expires On: 12/6/2020 Owner: Contact Person: Name: Contractor: Address: License No. Lender: Name: AJAJMER 285ISl75TH5T,SEATA['WA, 98188 OWNER AFFIDAVIT ON FILE AIVIJER 5|NGM ''' OWNER FUNDED Expiration Date: DESCRIPTION OF WORK: RESUBMISSION OFEXPIRED PERMIT APPLICATION: D19'OUZ4 NEW SINGLE FAMILY RESIDENCE Public Works ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALL DRAINAGE, STORM DRAINAGE INCLUDING NEW [DWITHIN 65,hAVE S,EXISTING 3/4"WATER METER AND SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND uNDERGKOUND}NG OF POWER. PnojectVa{vsdon: $616,208.32 Type nfFire Protection: Sprinklers: Fire Alarm: Type nfConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $26,668A4 Occupancy per IBC: R'3 Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted bythe City cfTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: VVACZ9646B: VVAState Energy Code: 2017 2017 2017 JAW"-, Public Works Activities: Chan ne|izadon/Strpin8: [unh[ut/Acces$Sidewa|k Fire Loop Hydrant: Flood Control Zone: Hav|in8/OversizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes; Cut; O Fill: O Number: O Yes Permit Center Authorized Signature: Da e: |hearbycertify that ) have read and examined this permit and know the same tobetrue and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein o/not. The granting of this permit does not presume to give authority to violate or cancelthe provisions ofany other state orlocal laws regulating construction orthe performance ofwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void ifthe work bnot commenced within 18Odays for the date ofissuance, ovif the work is suspended orabandoned for aperiod of18Odayo1romthe last inspection. PERMIT CONDITIONS: 1: 4napproved automatic fire sprinkler extinguishing system isrequired for this project. (City Ordinance 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ofdrawings prior tninstallation orrnodihcadon. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 2436) 4: New and existing buildings shall have approved address numbers, building numbers orapproved 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 ofO.5 inch (12.7mnn). (|FC 505.1) 5; Adequate ground ladder access torescue windows shall heprovided. Landscape aflat, ll'deep by4'wide area below each required rescue window. (City Ordinance #Z435) 6: Maximum grade for all projects is1O% with across slope nogreater than 5%.(|F[D1U3J) 3: Contact The Tukwila Fire Prevention Bureau towitneoaUrequired inspections and tests. (City Ordinances 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition urviolation. 8: These plans were reviewed byInspector S11. |fyou have any questions, please call Tukwila Fire Prevention Bureau nt(Z06)S7S'44O7. 9: **~PUBL|CWORKS PERMIT [OND|T0NS**~ 10: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. ll: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion nfwork atleast Z4hours inadvance. All inspection requests for utility work must also be made 24 hours in advance. 12: Prior toconstruction, all utilities inthe vicinity shall be field located. NOTE: For City ofTukwila utility locates, call 811or1'DUO4Z4-55S5. 13: 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 E:U0p.m.and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall hesubmitted tothe Inspector for prior approval. 16: 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. 17: Flagging, signing and coning shall beinaccordance with K4UT[Dfor Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tuthe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works Inspector before 12:00 Noon onFriday preceding any weekend work. 18: Any material spilled onto any street shall becleaned upimmediately. 19: Temporary erosion control measures shall bsimplemented asthe first order ofbusiness toprevent sedimentation off -site orinto existing drainage facilities. 20: 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, 21: The Land Altering Permit Fee is based upon an estimated 75 cubic yards of cut and 50 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 inpermit fee prior tothe Final Inspection. 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H;1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must hestockpiled nnsite utthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following swrms. 23: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: Project shall comply with Geotechnical Evaluation by BRUCE MacVEIGH, P.E., dated May 8, 2008 and subsequent Gaotechnica|Reports/Eva|uations. 25: The house fire sprinkler system shall be designed by a Fire Sprinkler Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water service and fire flow requirements, If domestic water and fire flow requirements are not met, then a 10- inchwatermeterwithal'inchsemiceUneisrequired.Kefe,encePub|icVVnrksDetai|sfo/l"F|RE? DOMESTIC SERVICE and/or l" FLOW THROUGH SYSTEM. Coordinate with Public Works Inspector 26: Maintain emergency, pedestrian, and vehicular access tobuildings, trails and transit all the times. 27: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit all the times. ZB: Pavement mitigation fees may apply to this permit, Amount estimated to be xxx sq. ft. x$xx.xxper sq. ft. = $x'xxx.xx.Final measurement tobpmade inthe field bythe Public Works Inspector prior toPublic Works 29: (1)Conveyance ofPublic Improvements and (Z)Material List shall bpsigned bythe Owner/Applicant aspart of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As- Builts&anACADCD.OwnershaUa|soprmvideatwu(Z)yearmaintenancebondintheamountofl0&x cost ufwork within the Public right-of-way. 30: 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. 31: The property owner is responsible for the maintenance of any new and existing on site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rain water harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain and correct on site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TIVIC 14.30.080. 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. 32: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 33: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 34: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay S]OOfee which covers both lots 3&4) under PVVpermit CXX'OXX. 35: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of 36: Prior to issuance of this permit Owner/Applicant shall sign with Notary a Hold Harmless Agreement for work within the Public Kight-of-VVay. 37: 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. 38: 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. 39: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Tab|el7O5.3. 40: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 41: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in otimely manner. 42: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tnthe 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 offinal inspection approval. 43: 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 shall be maintained on the site and available to the building inspector for inspection purposes, 44: 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 III, IV, orVconstruction, the flame spread and smoke - developed limitations donot apply tofacings, that are installed behind and in substantial contact with the unexposed surface ofthe ceiling, wall orfloor finish, 45 Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 46: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 47: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure isinaddition tp any requirements for special inspection. 48: All wood toremain inplaced concrete shall hetreated wood, 49: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. SV: 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, 51: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 52; All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall inthe office ofthe City Clerk. 53: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension, Aminimum distance of4'inches shall bemaintained above the controls with the strapping. 54: Preparation before concrete placement: Water shall beremoved from place ofdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 55: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction nferrors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438'93SO 5180 aACxFu]vv'FIRE 1700 nU|LD|NGF|NAL~~ 5000 CURB, ACCESS, 5QVY 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNi 1400 FIRE FINAL OZOl FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0489 FRAMING 2000 GAS PIPING FINAL 5040 LAND ALTERING 0502 LATM/GYPSUK8DOARD lOQO MECHANICAL FINAL 1900 PLUMBING FINAL I600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 RO0F/[BUNG|NSUL 5070 SANITARY SIDE SEWER 4046 B'EP0XY/EXP8DNC 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKW Community Developmen Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination P Project :N0 . Date A placation A Date Application E COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE:LOCATION �+ � King Co Assessor's Tax No.: C2 ) / 13 2 a- s ite Address: ' 5 3 (� {� S A V t1 s ) l�lC- (A / gC7Cv' &/ A-�j ' - S I c d, PROPERTY;OWNE1 Name: T M Address/1 g 5 j . / City: G l State: (,ti 1t1 Zip /36 Name: rm (0 ) rz x (4 Address: / by C2 City: fr(_[ P'' (P�/✓D G/6 1V' State: Zips-r�-, 3 Phone 42S)2zz x Email: ` cH /r—c A/0 0.._ilt'ti o0,.(„, GENERAL; CONTRACTOR OFORMATION Company Name: (- r-) Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: :ARCHITECT OF -RECORD r e Company Name:,5 it` .1 1 d (--, �f Architect Name: / /1V-, 1 / /�DI�-11"�IJ /'11 Address: / 3 to a vok 4,... . City: 1, fieklA .A1) State: p Zip:9 3 Phon q es) Fax 22 Aaxo: Email:, IOf•.o,,4,4,4 trAf714,0 , G.70 GlistkEititiFIECo Company Name � 1 Engineer Name: /Alt( i n Address: 6�F /to al Ave City: /t—fr Ate/ State: 1444... Zip: q Phone:e 26) a ' Email: 4 L /IV A-rv'i �l3oo , ;ENDERIBOND ISSt QED (required for projects $5.000 or greater per RCW 19'27095) _ s Name: AC! 1`1 - r_ l -)1. � i&�rt�/� _ l Address e r,- ( 1 ' ,. ( � Pr/��' ( City: State: mil._ Zip:,%� f / H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): MAfil ( DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 I C70 I_ I' floor it F-er' 2Ra floor iii S 6 Garage OK carport 0 ..4 Deck — covered covered ID / ' 5 Total square footage 5/11 ill Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) fuel type: q/ electric Et, gas appliance vent ventilation fan connected to single duct wood/gas stove I water heater (electric) other mechanical equipment 6(900 bidet floor drain sink lawn sprinkler system clothes washer shower water closet gas piping outlets 1-1:1ApplicationsTorms-Applications On Line12011 ApplicationslCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 C. 0 PERMIT INFO Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #I for fees and estimate sheet. WATER DISTRICT o .. Tukwila ...Water District #125 O Letter of water availability provided SEWER DISTRICT .. • Tukwila .. Sewer use certificate D... Highline 0 ...Valley View O... Renton O .,.Letter of sewer availability provided 0 .. Renton O .. Seattle SEPTIC SYSTEM: LI .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ▪ Civil Plans (Maximum Paper Size — 22" X 34") .. ▪ Technical Information Report (Storm Drainage) 0... Geotechnical Report .. • Bond 0...Insurance 0... Easement(s) P... Maintenance Agreement(s) by King County Health Department. CI ...Hold Harmless — (SAO) 0 ...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 o .. Total Cut Cubic Yards 0... Work In Flood Zone .. ▪ Total Fill Cubic Yards 0—Storm Drainage 0 .. Sanitary Side Sewer 0... Abandon Septic Tank 0 ..Trench Excavation 0 .. Cap or Remove Utilities 0... Curb Cut El .. Utility Undergrounding 0 .. Frontage Improvements 12... Pavement Cut 0 .. Backflow Prevention - Fire Protection 0 .. Traffic Control 0... Looped Fire Line Irrigation Domestic Water .. Permanent Water Meter Size " WO # El .. Residential Fire Meter Size " WO # O .. Deduct Water Meter Size 0 .. Temporary Water Meter Size " WO .. • Sewer Main Extension Public El - or - Private 0 0.. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) .. water sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip HAApplications\Forms-Applications On Line\2011 Applications‘Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — iLdLICABLE TO ALL PERMITS EN THIS A CATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 NER OR AUTHORIZED AGENT: Signature: Print Name:NEi2rriv411 Mailing Address: 4f5 S /7-5 Day Telephone: City Date. )c i H/7 7 20,6 61z3 114- T/LE5 State Zip WAApplicationaorms-Applications On LineN2011 Applications \Combination Permit Application Revised 8-9-11slocx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS Pe itTRAK ACCOUNT QUANTITY PAID ' ' $16,872.56 .., D19-0361 Address: 15317 65TH AVE S Apn: 3597000322 $1687256 '' 0.75 INCH $75.00 WATER METER PLAN REVIEW R000.345,830.00.00 0.00 $10,00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 DEVELOPMENT $6,421.31 PERMIT FEE R000.322.100.00.00 0.00 $5,839.81 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $287.50 PW CONSTRUCTION PLAN REVIEW R000,322.100.00.13 0.00 $287.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195,00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS ,064. BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $4,814.51 TECHNOLOGY FEE ,$314:74 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20716 R000.322.900.04.00 0.00 $314,74 $16,872.56 Date Paid: Monday, May 11, 2020 Paid By: LH21 LLC GAS STATION Pay Method: CHECK 2006 Printed: Monday, May 11, 2020 1:40 PM 1 of 1 (L2L7 'WS FM- DESCRIPTIONS Permi TRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID $8,111.55 D19-0361 Address: 15317 65TH AVE S Apn: 3597000322 $3,795.88 DEVELOPMENT $3,795.88 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,795.88 D19-0362 Address: 15319 65TH AVE S Apn: 3597000323 ?. $4,315.67 DEVELOPMENT $4,315.67 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R19073 R000.345.830.00.00 0.00 $4,315.67 $8,111.55 Date Paid: Wednesday, November 13, 2019 Paid By: LH21 LLC GAS STATION Pay Method: CHECK 1907 Printed: Wednesday, November 13, 2019 4:02 PM 1 of 1 SYSTEMS Permit Inspections City of Tukwila - ' • Permit Number: D19-0361 Applied: 11/13/2019 Approved: 5/6/2020 Issued: 6/9/2020 Finaled: Status: ISSUED Parent Permit: Parent Project: Details: RESUBMISSION OF EXPIRED PERMIT APPLICATION: D19-0024 NEW SINGLE FAMILY RESIDENCE Description: AJ RESIDENCE - LOT 3 Site Address: 15317 65TH AVE S City, State Zip Code:TUKWILA, WA 98188 Applicant: AJ RESIDENCE - LOT 3 Owner: Al AIMER Contractor: OWNER AFFIDAVIT ON IFILE - AMJER SINGH Public Works ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALL DRAINAGE, STORM DRAINAGE INCLUDING NEW CB WITHIN 65th AVE S, EXISTING 3/4" WATER METER AND SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND UNDERGROUNDING OF POWER. glnipil INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS FRAMING Building Inspector Notes: ROUGH -IN PLUMBING Building Inspector Notes: ROUGH -IN PLUMBING Building Inspector 2068416123 Notes: WALL INSULATION Building Inspector 206-841-6123 Notes: FRAMING Building Inspector 2068416123 Notes: ROUGH -IN MECHANICAL Building Inspector Notes: MECHANICAL FINAL Building Inspector 2068416123 Notes: Printed: Friday, 20 January, 2023 1 of 7 Permit Inspections City of Tukwila ROUGH -IN GAS PIPING Building Inspector Notes: PLUMBING FINAL Building Inspector 2068416123 Notes: BUILDING FINAL** Building Inspector Notes: ENERGY EFF CERT Building Inspector Notes: GAS PIPING FINAL Building Inspector Notes: LATH GYPSUM — BOARD Building Inspector Notes: ROOF CEILING INSUL Building Inspector Notes: SI-EPDXY EXP — CONC Building Inspector Notes: UNDERFLOOR FRAMING Building Inspector Notes: STREET USE Eric Pritchard Notes: BACKFLOW - FIRE Eric Pritchard Notes: CURB ACCESS SDW Eric Pritchard Notes: Printed: Friday, 20 January, 2023 2 of 7 P�u��^��t~�� _ - Inspections ^~�l� �^°"^U ~~n� ��n uK�x��na snO5|om ,wcxSVn[5;wL Eric Pritchard Notes: LAND ALTERING Eric Pritchard | mmus pVaucxV0RKS FINAL Eric Pritchard Notes: SANITARY SIDE 5cvvcn Eric Pritchard Notes: SPRINKLERS FxxO Notes: SPRINKLER COVER Fwm Notes: FIRE FINAL [IVIO Notes: su000m w1[vuuK[5 Scott Moore Notes: STORM DRAINAGE Scott Moore Notes: WATER METER PERM Scott Moore Notes: 8/4/2020 AM8/4/Zozo EROSION K4E*aunEs Eric Pritchard NOT APPROVED 173266 Notes: Silt fencing is partially installed but needs to be extended to the south to contain areas that have already been cleared. Construction entrance is not complete per King County Surface Water Manual, Appendix n. There's been dirt tracked across the sidewalk and into the gutter which needs u,he cleaned immediately. There is a hose attached to the hose bib coming out of the existing water meter. Contractor needs to provide a Double Check ValvE Assembly at this location prior tousing water from this meter xs discussed yesterday vnsite. | will perform afollow upinspection onFriday, Avmv,t 7nh toensure compliance v,else post vStop Work Order at this location. Printed: Friday, 20 January, 2023 ��k��~� Permit Inspections,_ ��*x^ "��~8�&°"°"^8�� ~o�� n .__m^��nn 8/5/2020 Am 8/5/7020 STREET USE Eric Pritchard CxwCEuso 22]7] Notes: Nothing to inspect. 8/6/2020 8/6p sREROSION0�V wsA5UnB Eric Pritchard PARTIAL AppuovxL Notes: Construction entrance has been installed according tnKing County surface water manual and site plans; there's not enough room minstall afull entrance and I discussed with the contractor the City's expectations for cleaning in the sidewalk and the street. Silt fencing has been extended m incorporate all exposed soil areas. Oxtoproceed. 8/28/2020 xm 8/28/2020 pooT|Nm Lee Sipe Appnovco 174288 Notes: 8/28/2020 8/28/2020 FOUNDATION WALL Lee Sipe PARTIAL 4pPnovAL Notes: P/A 1st|ih. 9/7/2020 AM 8o7/2020 FOOTING aU|Cen,en NOT APPROVED 334123 Notes: 1.Need city approved stamped plans pnsite. 2.Need Special inspection for: foundation reinforcing, geotech,nicalmport. call for rein`pecUvn. 9/21/2020 AM 9/21/2020 FOUNDATION WALL ovrrinsraxxm NOT APPROVED xanuv^zs'o7*'z7sz Notes: Concrete already placed @ foundation walls. Contact City ofTukwila prior mproceeding further with construction. 9/30/2020 xxx 9/30p020 poOnms onA|mS oarrin an,hann NOT APPROVED nanuv4zs-o7s'z75Z Notes: Install footing drains and roof storm drains per sheet S2.1 City of Tukwila approved drawings. Call for re -inspection when ready. 10/14/2020 10/14/2020 FOUNDATION WALL uU|conten xppnovsD nanuy4Z5'876'1752 Notes: ~ Foundation walls were signed off pnthe /obsitepermit card on8/28/202nbyLee Sipe. "Both the footings and foundation walls were also inspected and approved by Special Inspector per Lee's request, See attachments ok 10V14Y2020 AM 10/14/2020 FOOTING DRAINS RiUcenten ApPRovco xanuy4zs'u76'z75z Notes: Footing Drains are approved around perimeter of building. Ok to start backfilling. z.Please call form Storm inspection when ready. zu/zs/anzo 10/15/2020 FOOTING DRAINS ei||cemen Appnovco Damp -proofing Notes: oamp'p,qvf ing/watc,proofing exterior foundation Walls Approved *OK tvbacWDU 1:00 3/24/2021 PM 3/24/2021 STORM DRAINAGE Scott Moore Notes: Inspection was missed no number to call. 3/25/2021 3/25/2021 STORM DRAINAGE Scott Moore PARTIAL APPROVAL Notes: Down spouts for roof drains were installed ok to cover 4/7/2021 AM 4/7/2021 FOOTING DRAINS Darrin Graham NOT APPROVED Randy 425-876-1752 Notes: Not ready. Call for re -inspection when installation is complete 8/17/2021 AM FOOTING DRAINS Building Inspector 206 8416123 Notes: 2/15/2022 AM 2/15/2022 PUBLIC WORKS PRE -CON Scott Moore APPROVED 206 8416123 Notes: Preconstruction meeting was done today and the -erosion control inspection was also I've done the same time. 2/15/2022 2/15/2022 EROSION MEASURES Scott Moore PARTIAL APPROVAL Notes: Erosion control measures have been updated and look great. They will maintain what they have done 3/31/2022 AM 3/31/2022 FRAMING Lee Sipe NOTAPPROVED 2068416123 Notes: Need to have complete set of approve plans that are readable for inspections. 3/31/2022 AM 3/31/2022 ROOF SHEATHING Lee Sipe NOT APPROVED 2068416123 Notes: Need to have complete set of approved, plans on site that are readable for inspections. 4/4/2022 PM 4/4/2022 ROOF SHEATHING Bill Centen APPROVED 2068416123 Notes: 4/4/2022 PM 4/4/2022 FRAMING Bill Centen NOT APPROVED I 2068416123 Notes: 1. Not ready for framing inspection. 2. Need to complete all trade work inside. Plumbing, Mechanical, Electrical, Fire Sprinklers are not ready at this time 3. Schedule Wall Sheathing/Shear inspection when all holdowns, Floor/Floor straps, anchor bolts etc... are all in place. 4/29/2022 PM 4/29/2022 WALL SHEATHING_SHEAR KC Ellis APPROVED 2068416123 Notes: Printed: Friday, 20 January, 2023 5 of 7 Permit Inspections City of Tukwila 7/5/2022 AM 7/5/2022 PLUMBING FINAL Bill Centen NOT APPROVED 2068416123 Notes: 1. Not ready. Need to schedule rough in plumbing and rough in gas piping inspections. 7/7/2022 AM 7/7/2022 ROUGH IN PLUMBING Bill Centen NOT APPROVED 2068416123 Notes: 1. Need Fire Sprinkler Permit ASAP House is required to be Sprinkled. 2. No test on water lines 3. Cut I -Joist at main floor bath. Need to head this out and install hangers as discussed. **DWV's are currently under test - OK 10/11/2022 AM 10/11/2022 MECHANICAL FINAL Bill Centen CANCELLED 2068416123 Notes: Contractor called in the wrong inspection. *See mechanical rough in inspection. 10/11/2022 10/11/2022 ROUGH -IN MECHANICAL Bill Centen NOT APPROVED Notes: 1. Need approved plans onsite. 2. How are you planning on heating Lower level? Mechanical rough in is not ready at lower level 10/13/2022 10/13/2022 ROUGH -IN GAS PIPING Bill Centen APPROVED Notes: Rough in Gas piping is under test @ 26 PSI - Ok 10/13/2022 10/13/2022 ROUGH IN MECHANICAL Bill Centen APPROVED Notes: 12/13/2022 12/13/2022 WATER METER PERM Eric Pritchard PARTIAL APPROVAL Notes: Observed 1.5" poly pipe from back of existing meter box to house. Contractor is bedding with sand. OK to bury. 1/3/2023 AM 1/3/2023 WALL INSULATION Bill Centen NOT APPROVED 206-841-6123 Notes: 1. Walls were insulated w/o approval. 2. Pleased schedule Plumbing Rough inspection. Water lines have not been tested, 3. Framing inspection has not been approved. This house has not had a complete Framing inspection. Please reschedule Framing inspection. Contractor to be onsite for next inspection. 4. Not a complete List. No plans onsite Printed: Friday, 20 January, 2023 6 of 7 0.4 Permit Inspections City of Tukwila 1/9/2023 1/9/2023 ROUGH -IN PLUMBING Bill Centen NOT APPROVEDT Notes: 1. Water lines are still not on test. Minimum Test Pressure is50 PSI. Please reschedule when water lines are on test. 1/9/2023 1/9/2023 FRAMING Bill Centen NOT APPROVED Notes: 1. Waterlines are not on test. Minimum Test pressure is50 P51. 2. No Plans On -site. 3. Missing Truss spec's 4. Need to strap all b token top plates in garage at Intersecting Floor Beams"Check All" 5. Strap all Post/Beam Connections on lower Floor on both side. "Check All". 6. Install (2) Bearing studs under 45 wall Ledger and install missing hangers 7. Install missing HDU-8 Holdown on Level 1 at back of house. 8. Finish framing Floor head out Main floor/Kitchen floor, Subfloor has no bearing. 9. Missing Drag Struts on each side of 2 Ply Girder at front of house. 10. Due to no Plans - May not be a complete list. 8:00 1/20/2023 AM 1/20/2023 FRAMING Lee Sipe REINSPECT FEE (BLD) 2068416123 Notes: Re -inspection fees required. Corrections required. Plumbing Rough -in is not ready. Shower valve on garage level is not connected. (laying on the floor) 4" drain on garage level in wall and ceiling above is missing clean out. Water pressure gauge is turned down and not visable to inspect. Bathtub on level 2 not installed and not on water test. insulation needs removed for inspection of water lines and framing. Terminated inspection at owners request. 8:00 1/20/2023 AM 1/20/2023 WALL INSULATION Lee Sipe REINSPECT FEE (BLD) 206-841-6123 Notes: Re -inspection fees required. Corrections required. Plumbing Rough -in is not ready. Shower valve on garage level is not connected. (laying on the floor) 4" drain on garage level in wall and ceiling above is missing clean out. Water pressure gauge is turned down and not visable to inspect. Bathtub on level 2 not installed and not on water test. Insulation needs removed for inspection of water lines and framing. Terminated inspection at owners request. 8:00 1/20/2023 AM 1/20/2023 ROUGH -IN PLUMBING Lee Sipe REINSPECT FEE (BLD) 2068416123 Notes: Re -inspection fees required. Corrections required. Insulation needs removed for inspection of water lines and framing. Terminated inspection at owners request. Printed: Friday, 20 January, 2023 7 of 7 City of Tukwila Allan Ekberg, Mayor Department of Community Development Nora Gierloff Director Date: March 31, 2023 To: Sazei Design Group, LLC Att: Hamid G. Korasani 6608 110th Ave NI. Kirkland, WA 98033-7111 425-214-2280 From: Jerry E. Hight Building Division 8720 184th Ave. E. Bonney Lake, WA 98391 206-794-0320 Jerry.hightRtukwilawa.gov Subject: New developments at 15319 65TH AVE S (D19-0362) and 15317 65TH AVE S (D19-0361) Hamid G. Korasani, It has been brought to my attention that the retaining wall(s) at the above addresses have not been constructed per the approved plans. The plans show a separate two retaining wall system on each property (Lots 3 & 4). Instead, a single retaining wall was constructed crossing both properties to the north of the property. Revised plans, details, and engineering calculations must be submitted for the revision of a single retaining wall in lieu of the two -tiered retaining wall system indicated on the approved plans per 2018 International Residential Code Section R106.1.1. The owner of the residence to the north of this development is concerned that the retaining wall was not constructed per the approved plans. The owner has employed a professional engineer, L2 Engineers LLC, and a geologist, Associated Earth Sciences, Inc., to review the retaining wall supporting her property. Both consultants have provided the City with reports outlining their concerns. As the engineer of record, you are required to address each concern individually and reflect them within the revised plan submittals. I have attached both reports for your review and have placed both permits on hold, pursuant to 2018 International Residential Code Section 104 until this issue has been addressed. If you have any questions regarding this matter, please contact me directly. Respectfully, Jerry E. Hight Building Official City of Tukwila Cc: File 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-036 DI9_ 0362 Gra tor/Borrower: Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Work inside the City Right of Way associated with construction of new SFR @ 15317 65th Ave S in Tukwila A4 5t1 (95 Abbreviated Work Description: Alz 1.40 1f INTERURBAN ADD TO SEATTLE LOT 3 ( OF TUKWILA SP # L16-0020 RECORDING # 20170531900003 SAID SHORT PLAT BEING PORTION LOT 17 OF SAID ADDITION. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page t 0 DATED this day of , GRANTOR(s GRANjR(s): individual(s) STATE OF WASHINGTON SS COUNTY OF KING On this 2-1-4 day of 00(1)6v1-;\ , 20 2-.0 , before me a Notary Public in and for the State of Washington, persddally appeared , and to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: 6 Page iL of -5 DATED this day of , 201 GRANTEE: CITY of TUKWILA By: Print Name: Henry Hash Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0361 Grantor: Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Interurban Add to Seattle Lot 3 of Tukwila SP # L16-0020 Recording # 20170531900003 said short plat being portion lot 17 of said addition, Abbreviated Work Description: Work inside the City Right -of -Way associated with construction of new SFR at 15317 65th Ave S in Tukwila NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of i^1 ►A . , 2020. STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the (JLU 1 i' of FYo ice-+•� , to be the free and voluntary act of such party for the uses and purposetmentioned in this instrument. Dated O 5//(A;z0a-L> �th1E A iv t04. 0T�ip`p', _ (i3 ot c, s I °It- WASN\ Notary Pul residing at c in and for the State of Washington /L My appointment expires G75 2? ,w�A DATED this GRANTEE: CITY of TU A By: Print Name: Its: o't Henry Hash day of -( Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING , 2020 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Residential Sewer Use f ificati©n r Sewage Treatment Capa y Charge King County Department of Natural Resources and Parks Wastewater Treatment Division To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 3 j 9 7o o a 3 2_ 2- 15 3 / fo A- v t- , Property Street Address City State ZIP owner's Name Owner's Mailing Address City State ZIP Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if diffee than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) ►�1 Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Piex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = 1.6 2.4 3.2 ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitbn King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the chaafe is to recover costs.of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. / red to Kinq 6untyjNastewater Treatment Division at 206-477-5516. hat.the capacity charge leviedwill be based revised capacity charge. Date Questions regarding the capacity charge or this form sho'uld be pf I understand that the information given'is corr on this information. I understand that any d Signature of Owner/Representative ungerst6r tayfesult Print Name of Owner/Representative 4/0 1610 6969w_res_sewer_cap_chg_1©57.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) .p, te.3 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0361 DATE: 02/25/2020 PROJECT NAME: AJ RESIDENCE - LOT 3 SITE ADDRESS: 15317 65 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: MAK/ 14/°\11/b Building Division P u b(?ic NAicr151 fg) Fire Prevention Structural W\btT )2\\(161 Planning Division Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 02/27/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) Notation: 04/09/2020 Fire Fees Apply REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04),Si 0,10 Response to Incomplete Letter # Response to Correction Letter # 1 EJ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Plan Check/Permit Number: D19-0361 Project Name: AJ Residence — Lot 3 Project Address: 15317 65-Ave S ',-ii Contact Person: Summary of Revision: Aeo aft- ?Id st,,,g fess ;h. cg RECEIVELJ CITY OF TUKINil, FEB 25 2020 PERMIT CENTEF Phone Number: ci I C1,-,3 ehirric cewc ceg /WI. 61,00°`' izik Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on A, Id C: \Usets%ill-r \Desktop 11tevision Submittal Form.doc — • . Q City of Tukwila Department of Community Development January 24, 2020 HAMID KORASANI 6608 110 AVE NE KIRKLAND, WA 98033 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0361 AJ RESIDENCE - LOT 3 - 15317 65TH AVE S Dear HAMID KORASANI, 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. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. (IRC R401.4) Note: Contingent on response to these corrections, further plan 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. Label 20 ft front setback, 10 ft rear setback, and 5 ft side setback per TMC 18.10.060. 2. Show all trees on site. For trees to be retained, show tree protection per TMC 18.54.070. 3. Apply for a tree permit for tree to be removed, adhering to replacement standards found in TMC 18.54.080. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1) Public Woks Infrastructure Design and Construction Standards Manual available on-line at: https://www.tukwilawa/gov/ has been updated in 2019. Please use the current PW standard details. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2) Provide a completed i"4'affic Concurrency Certificate Application for (tins Building permit and Building permit D19-0362 combined) prior to this Building permit issuance. Test fee based on two single family residences is $300.00 (see enclosed application. 3) A Transportation Impact fee applies to this project. 4) Work within the 65th Ave S and Public right-of-way requires a Street Use permit as part of this Building permit. Bonding in the amount of 150% cost of right of way work is required together with Insurance Cert. naming Tukwila additional insured and a Hold Harmless Agreement for work within the Public Right -of -Way are required. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) 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, Bill Rambo Permit Technician Pile No. D19-0361 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERU COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0361 PROJECT NAME: AJ RESIDENCE - LOT 3 SITE ADDRESS: 15317 65TH AVE S X Original Plan Submittal Response to Correction Letter # DATE: 11/14/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: /0 COO— kAt410 Building Division II 3,1107 \II Public Works WM AIA c6121- V OK/ Fire Prevention Planning Division MI Structural Permit Coordinator in PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S TIALS: DATE: P APPROVALS OR CORRECTIONS: DUE DATE: 12/17/2019 Approved Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues LI Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 1/3/2022 HAMID KORASANI 6608 110 AVE NE KIRKLAND, WA 98033 RE: Permit No. D19-0361 AJ RESIDENCE - LOT 3 15317 65TH AVE S 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 2/1/2022. 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 2/1/2022, 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, Amy Wardian Permit Technician File No: D19-0361 K31)17.Cnnthnoniar Rnulvvnrd , uito #11)11 • Tukwila Wa.chinatnn 9RIRR • Phnna 7f16-431-?f 7n • Fnr 2fl6-42'1-3665 City of Tukwila Department of Community Development February 14, 2022 HAMID KORASANI 6608 110 AVE NE KIRKLAND, WA 98033 Extension Letter # 1 COMBOSFR Application or Permit Number D19-0361 AJ RESIDENCE - LOT 3 - 15317 65TH AVE S Dear HAMID KORASANI, Allan Ekberg, Mayor Nora Gierloff, Director This letter is in response to your written request for an extension to your Permit D19-0361. The Department Director or the Building Official has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila will be granting an extension to the permit through 8/17/2022. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Laurie Werle Permit Technician File No. D19-0361 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 TO: FROM: DATE: SUBJECT: MEMORANDUM Diane Jaber Rachelle Riple February 4, 202 Refund for Building Permit D19-0361 & D19-0362 Please draw a check in the amount of $8,111.55 (eight thousand one hundred eleven dollars and fifty-five cents) to be payable to Ajmer Singh at 4851 S 175th St, Seatac, WA 98188. The applicant was charged plan review fees in error. Plan review fees are not required for resubmittals of expired applications per Jerry Hight. Please provide the refund as follows: n c u 4 * 000.345.830.00.00 $3,795.88 000.345.830.00.00 $4,315.67 Total $8,111.55 Thank you! A MiTek® Re: 1805954 Al RESIDENCE FILE MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R56784780 thru R56784812 My license renewal date for the state of Washington is June 10, 2019. January 18,2019 Komnick, Chad IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWEDFOR CODE COMPLIANCE APPROVED APR 2 4 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER D19-03191 (Job 1805954 I Truss CJO1 Truss Type Comer Rafter Qty 1 Ply AJ RESIDENCE Job Reference !`optional) R56784780 Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:09:58 2019 Page 1 I D:x2gINwNyyLvgegEMTKesn9y7P?6-IfL_cxuZV6vl1 A2Roc15DOwwtESdL4da_CAyGYzuQid -2-9-15 2-8-7 6-11-6 8-9-6 2-9-15 2-8-7 4-2-15 1-10-0 8 5 6-11-6 rV d 4 Scale = 1:29.1 Plate Offsets KY).- L:0-1-4,0-2-01 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 8.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.69 BC 0.18 WB 0.01 Matrix-P REACTIONS. (Ib/size) 2=377/0-5-8, 4=259/0-2-2 Max Horz 2=144(LC 8) Max Uplift 2=-72(LC 8), 4=-151(LC 8) Max Gray 2=419(LC 19), 4=280(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) Udefl Lid Vert(LL) -0.03 6 >999 240 Vert(CT) -0.04 6 >999 180 Horz(CT) 0.00 4 n/a nla BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight 35 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=Ib) 4=151. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 Ib down and 85 Ib up at 2-9-8, 59 Ib down and 71 Ib up at 2-9-8, 80 Ib down and 55 Ib up at 5-7-7, and 73 Ib down and 53 Ib up at 5-7-7, and 29 Ib down and 9 Ib up at 8-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-64, 2-6=-16 Concentrated Loads (Ib) Vert: 3=148(F=77, B=71) 7=-4(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an indisidual building component, not a truss system. Before use, the building designer must verily the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSB-89 end BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Job Truss Truss Type Qty Ply AJ RESIDENCE r R56784781 1805954 t CJO2 Comer Rafter 2 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -2-5-5 2-5-5 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:09:59 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-ErvMgHvBGQ 1 cfJdeMJYKmET95epg4X_kCsvWo?zuQlc 7-3-11 7-5-14 9-5-9 11-4-5 7-3-11 0--3 1-11-12 1-10-12 7-3-11 Plate Offsets (X,Y)-- [2:0-0-2,0-0-14], [3:0-0-2,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 7-3-11 LUMBER - TOP CHORD 2x4 DF No.2 CSI. TC 0.40 BC 0.00 WB 0.00 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.07 2-3 >999 240 Vert(CT) -0.09 2-3 >999 180 Horz(CT) -0.00 4 n/a n/a Scale = 129.2 m PLATES GRIP MT20 220/195 Weight: 31 Ib FT = 0% REACTIONS. (Ib/size) 2=404/0-7-10, 3=220/0-1-14, 4=263/0-3-12 Max Horz 2=142(LC 8) Max Uplift 2=-111(LC 4), 3=-126(LC 8), 4=-78(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=111, 3=126. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 Ib down and 93 Ib up at 2-4-10, 66 Ib down and 13 Ib up at 3-3-4, and 62 Ib down and 38 Ib up at 4-10-10, and 34 Ib down and 69 Ib up at 6-7-4 on top chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-64 Concentrated Loads (Ib) Vert: 6=20(B) 9=-24(F) January 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. tut MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Tru Truss Type Ply AJ RESIDENCE R56784782 Job 1805954 GE01 Louws Truss, Inc, Ferndale, WA - 9 248, -1-6-0 1-6-0 Common Structural Gable 4-4-0 44-0 1 1 Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:00 2019 Page 1 ID: ic2g1NwNyyLvgeg EMTKesn9 y7P?6-I2Tk1dwp1 k9THICiqw1 3Z1R?Nh1 7bp_ktRVV(3KRzuQlb 8-8-0 10-2-0 4-4-0 1-6-0 3x4 = 4-4-0 8-8-0 4-4-0 4-4-0 Scale = 1:24.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.22 BC 0,15 WB 0.03 Matrix-P DEFL. in (loc) I/defl Ud Vert(a) -0.01 4-6 >999 240 Vert(CT) -0.02 4-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 42 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 - REACTIONS. (lb/size) 2=440/0-3-8, 4=440/0-3-8 Max Horz 2=69(LC 11) Max Uplift 2=-50(LC 12), 4=-50(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-357/25, 3-4=-357/26 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 4-4-0, Exterior(2) 4-4-0 to 7-11-3, Interior(1) 7-11-3 to 10-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1,5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building cfesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply AJ RESIDENCE R56784783 1805954 ' GE03 Common Supported Gable 1 1 Job Reference (optional) Lo s, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:01 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-AE16EzwSo1 HKudnOTkaortYZjRU7YQ51gAOcttzuQla 13-3-0 14-9-0 6-7-8 1-6-0 4x4 = 7 6-7-8 6-7-8 8.00 (12 0 Scale = 1:30.7 12 3x4 = 22 21 20 19 18 17 16 15 14 3x4 = 13-3-0 1 0 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 8.0 Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 CSI. TC 0.14 BC 0.07 WB 0.03 Matrix-SH ()EFL. in (loc) I/defl LJd Vert(LL) -0.01 13 n/r 120 Vert(CT) -0.01 13 n/r 90 Horz(CT) 0.00 12 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 13-3-0. (Ib) - Max Horz 2=96(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 Weight: 73 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-6-0 to 2-1-3, Exterior(2) 2-1-3 to 6-7-8, Corner(3) 6-7-8 to 10-2-11, Exterior(2) 10-2-11 to 14-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. January 18,2019 `WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1F7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MfTelote connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is eiways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSITPI7 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _RosenIs A 95661 Job Truss 1805954 ' GE04 Tnlss Type Common Supported Gable City Ply AJ RESIDENCE R56784784 Louws Truss, tnc, Ferndale, WA - 98248, or 14 14 4 18-8-12 18-8-12 10 6,00 112 3x4 1314 12 16 Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:03 2019 Page 1 ID x2gINwNyyLvgegEMTKesn9y7P?6-6d9tffyiKeX28xxPb9dGw4dttFA?0JdJ7UtjxmzuQIY 37-5-8 39-4-6 18-8-12 i1-10-14 4x4 = 7 18 20 2 3x4 = 22 2324 25 26 27 28 29 30 Scale = 1:66.2 3x4 2 32 3x4 = 60 59 5B 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 5x6 = 37-5-8 37-5-8 Plate Offsets (XX )- ]47:0-3-0,0-3-0] LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.22 BC 0,10 WB 0.09 Matrix-SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 DEFL. in (loc) I/deft L/d Vert(LL) -0.02 33 n/r 120 Vert(CT) -0.03 33 n/r 90 Horz(CT) 0,01 32 n/a n/a PLATES GRIP MT20 220/195 Weight: 285 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 17-47, 16-48, 18-46 REACTIONS. All bearings 37-5-8. (Ib) - Max Horz 2=123(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 32, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 2 Max Gray All reactions 250 Ib or less at joint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 32=276(LC 1), 2=276(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3)-1-10-14 to 1-10-1, Exterior(2) 1-10-1 to 18-8-12, Corner(3) 18-8-12 to 22-8-12, Exterior(2) 22-8-12 to 394-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes 10 account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 32, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 2. 10) Non Standard bearing condition. Review required. January 18,2019 j)l WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with Mire)* connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify tyre applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Roseville CA 95661 Job 1805954 Truss GE05 Truss Type DRGABLE Ply 1 AJ RESIDENCE Job Reference (optional) R56784785 Louws Truss, Inc, Ferndale, WA - 98248, 6-4-15 4-10-14' 6-4-15 8 240 s Dec 6 2016 MiTek Industries, Inc. Thu Jan 17 14110:05 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P76-2?Gd4L_yrGoINE5niafk?Vi9H2hXU5EcbnMq0ezuQIW 12-3-5 18-8-12 22-0-0 25-2-3 I 31-0-9 37-5-8 44-0-0 5-10-6 6-5-7 3-3-4 3-2-3 5-10-6 6-4-15 6-6-8 6.00 112 4x4 = I1-44)71-4-01 6 8 32 50 51 52 53 30 4x4 31 27 26 25 3x4 3x4 22 Scale = 1:76.9 23 24 3x4 = 18-8-12 9-1-2 Plate Offsets (X,Y)- [30:0-3-0,0-3-0], ( :0-4-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7,0 BCLL 0.0 BCDL 8.0 9-7-10 9-7-10 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Inc r YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 5x8 = 27-9-14 9-1-2 5x6 37-5-8 9-7-10 CSI. DEFL. in (loc) 1/defl L/d TC 0.48 Vert(LL) -0,26 30-31 >999 240 BC 0.74 Vert(CT) -0,42 30-31 >999 180 WB 0.59 Horz(CT) 0.12 24 n/a n/a Matrix-SH 29 3x4 44-0-0 6-6-8 PLATES GRIP MT20 220/195 Weight: 286 Ib FT = 0% 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-31, 31-33 JOINTS 1 Brace at Jt(s): 33, 34, 37, 39, 41, 43 REACTIONS. All bearings 7-0-0 except (jt.length) 2=0-5-8, 29=0-5-8, 29=0-5-8. (Ib) - Max Horz 2=154(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 25, 26, 27 except 2=-149(LC 12), 28.-618(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 25, 26, 27, 24 except 2=1645(LC 1), 29=1640(LC 1), 29=1640(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2794/220, 3-4=-2510/198, 4-5=-1801/176, 5-6=-324/76, 6-7=-277/84, 7-8=-277/82, 8-9=-292/72, 9-10=-270/49, 10-11=-264/31, 11-12=-283/22, 12-13=-307/12, 13-14=-368/4, 16-17=-272/0, 17-18=-294/0, 18-19=-332/0, 19-20=-353/0, 20-21=-270/2, 21-22=-349/0, 22-23=-349/0, 23-24=-372/0 BOT CHORD 2-32=-270/2399, 31-32=-169/2011, 30-31=-58/1915, 29-30=-109/2359, 28-29=0/319, 27-28.0/319, 26-27=0/319, 25-26=0/319, 24-25=0/319 WEBS 5-35=-1443/194, 34-35=-1451/193, 34-46=-1406/188, 45-46=-1429/191, 33-45=-1488/202, 33-44=-1997/196, 43-44=-2043/215, 42-43=-2058/219, 41-42=-2073/224, 40-41=-2044,224, 39-40=-2376/311, 38-39=-2358/315, 37-38=-2375/323, 36-37=-2374/325, 29-36=-2394/335, 3-32=-326/137, 4-32=-3/441, 4-31=-676(165, 5-31=-46/994, 31-33=-560/121, 30-33=-28/453, 30-40=-390/173, 20-28=-418/123, 14-40=-442/127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 , Interior(1) 26-4-13 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. II is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 26, 27 except (jt=Ib) 2=149, 28=618. January 18,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with WWI) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Qualify Criteria, OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MOM MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Truss E06 T Type GABLE City 1 Ply 1 AJ RESIDENCE Job Reference (optiona)) R56784786 Job 1805954 Louws Truss, Inc, 1-10-14i -10-14 Ferndale, WA - 98248, 5 4 6 3x4 22-0-0 22-0-0 6.00 112 12 14 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:08 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P76-TaymjM0r8BAKEipM0iCRd7KkcGtEha?3H1bUdzzailIT 36-1-0 44-0-0 45-10-14, 14-1-0 7-11-0 11-10-14' 4x4 = 18 19 20 2 2 23 69 2524 3x4 26 27 28 29 0 31 32 64 4 41 39 42 , I, 38 43 I 37 3x4 - 66 65 64 63 62 61 6D 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 5x6 =- 4.00 112 5x6 = .6CV3. 28-7-8 36-1-0 28-7-8 Scale = 1:77.9 3x4 70 6x6 II 44-0-0 7-5-8 7-11-0 Plate OffsetsjX,Y)-- 35:0-0-6,0-5-14], [35:0-9-3,Edge], [46:0-3-0,0-1-01 [57:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS SLIDER SPACING - Plate Grip DOL Lumber DOL Rep Stress Inc 2-0-0 1.15 1.15 YES Code IRC2015/TP12014 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 Right 2x4 DF No.2 4-1-14 CS1. TC 0.22 BC 0.10 WB 0.06 Matrix-SH DEFL. in (loc) Vert(a) -0,01 36 Vert(CT) -0.01 36 Horz(CT) 0.01 35 I/defl n/r nir n/a Lid 120 90 n/a BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 44-0-0. (Ib) - Max Horz 2=143(LC 16) Max Uplift All uplift 100 Ib or less at joint(s) 2, 35, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 49, 48, 47, 46, 45, 44, 43, 42, 41, 39, 38, 37 Max Gray All reactions 250 Ib or less at joint(s) 40, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 39, 38 except 2.267(LC 1), 35=316(LC 1), 37=305(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3x4 3610 .+ PLATES GRIP MT20 220/195 Weight: 359 Ib FT 0°/D Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 40-41,39A0,37-38. 1 Row at midpt 19-51, 18-52, 17-53, 16-54, 15-55, 20-50, 21-49, 22-48, 23A7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 , Interior(1) 26-4-13 to 45-10-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norrnal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 35, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 49, 48, 47, 46, 45, 44, 43, 42, 41, 39, 38, 37. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 40, 45, 44, 43, 42, 41, 39, 38, 37. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. 0eSn valid for use only ...with MiTek0 connectors. This design is based only upon parameters shown, and is for art individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent bucbding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cnterte. OSB-89 end SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job (Truss 1805954 ' H01 Truss Type Roof Special Girder Ply 1 AJ RESIDENCE Job Reference (optional) R56784787 Louws Truss, Inc, Ferndale, WA - 98248, -1-0-0 1-0-0 3-7-6 3-7-6 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:09 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-xmW8wi1TvUIBssOZxQkg9LtwXgC1Q0hCVPK29QzuQIS 6-7-1 6-)0- 4 8-2-0 8- 8 2-11-11 0-3-13 1-3-2 0- -8 3x6 - 4 8-2-0 1.5x4 4-B-12 0- Scale = 1:29.7 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.15 BC 0.19 WB 0.18 Matrix-P DEFL. in (loc) I/defl LJd PLATES GRIP Vert(LL) -0.01 8-9 >999 240 MT20 220/195 Vert(CT) -0.03 8-9 >999 180 Horz(CT) 0.00 8 n/a n/a Weight: 48 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=416/2-5-7, 8=626/Mechanical, 10=93/0-3-8 Max Horz 2=133(LC 8) Max Uplift 2=-15(LC 8), 8=-158(LC 8), 10=-2(LC 8) Max Gray 2=416(LC 1), 8=665(LC 15), 10=93(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-478/0, 3-4=-486/78 BOT CHORD 2-10=-75/356, 9-10=-75/356 WEBS 4-9=-51/377, 4-8=-555/177 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fi1 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, 10 except (jt=lb) 8=158. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 5-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 Ib down and 129 Ib up at 6-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=-64, 4-5=-112, 5-6=-14, 2-7=-28(F=-12) Concentrated Loads (Ib) Vert4=-261 January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE'S REFERENCE PAGE M11-7477 rev. 10103/2015 BEFORE USE. €3esign valid for use only with MTek® connectors, This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the apptcabirity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?1211 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss 'Truss Type California Girder Qty 1 Ply AJ RESIDENCE Job Reference (optionall R56784788 '11805954 H02 Louws Truss, Inc, Ferndale, WA - 98248, -1-5-10 1-5-10 8.00 112 3x4 = 4-2-14 4-2-14 4-2-14 411° 6-11-0 2-6-6 6x6 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:09 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P76-xmW8wi1TvUlBssOZxQkg9LtvegBSQ17CVPK29QzuQ1S 9-5-6 13-10-0 15-3-10 2-6-6 0-922 4-2-14 ' 1-5-10 6x6 = 1.5x4 3/1 4 10 1.5x4 I 6-11-0 9 3x8 = 1.5x4 4-2-14 2-8-2 9-7-2 13-10-0 2-8-2 4-2-14 3x4 = Scale = 1:27.8 0 9 LOADING (pst) SPACING- 2-0-0 TCLL 25,0 Plate Grip DOL 1.15 TCDL 7,0 Lumber DOL 1.15 BCLL 0.0 • Rep Stress Incr NO BCDL 8,0 Code IRC2015CIP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1132/0-5-8, 6=1132/0-5-8 Max Horz 2=-68(LC 6) Max Uplift 2=-193(LC 8), 6=-193(LC 9) CSI. DEFL. in (loc) l/defl Lid TC 0.20 Vert(LL) -0.03 9 >999 240 BC 0.23 Vert(CT) -0,05 9 >999 180 WB 0.09 Horz(CT) 0,01 6 n/a n/a Matrix-SH FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-1514/288, 3-4=-1467/302, 4-5=-1467/302, 5-6=-1514/289 BOT CHORD 2-10=-223/1205, 9-10=-224/1203, 8-9=-189/1182, 6-8=-188/1183 WEBS 3-9=-129/450, 4-9=-548/193, 5-9=-130/450 PLATES GRIP MT20 220/195 Weight: 75 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except 2-0-0 oc purlins (5-0-15 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) • This truss has been designed for a live load of 20,0psf on the bottom chord in al/ areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=193, 6=193. 8) Girder carries hip end with 4-5-0 right side setback, 4-5-0 left side setback, and 6-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 Ib down and 105 Ib up at 9-6-11, and 270 Ib down and 105 Ib up at 4-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-128, 5-7=-64, 2-6=-32(F=-16) Concentrated Loads (Ib) Vert: 3=-212 5=-212 January 18,2019 WARN(NG Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTelde connectors. This design is based only upon parameters shown, and is for an individual building component, not a tnrss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, 05B-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek Mile* USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville_CA_95661 Truss HO2A Truss Type California Girder Dty Ply AJ RESIDENCE 2 job Reference (Epi tonal) R56784789 Job 1805954 Louws Truss, Inc, Ferndale, WA - 98248, 5-4-0 5-4-0 5A-0 7x8 8 240 s Dec 6 2018 MiTek Industries, Inc, Thu Jan 17 14:10:10 2019 Page 1 10:491NwNyyLvgegEMTKesn9y7P76-Pz4W7215go4:12TOAV7FviYQ_130890sLic34bhszuQIR 8-4A 13-10-0 2-10-8 0- i2 5-4-0 8-6-0 6x8 = 13-10-0 Scale = 1:24.5 5-4-0 3-2-1 5-4-0 Plate Offsets (X,Y)-- 2: -0,0-1-15j, [3:0-6-9,Edge],[5:0-3-8,0-6-01 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.61 BC 0.65 WB 0.38 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.07 1-6 >999 240 Vert(CT) -0.11 1-6 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 150 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 OF SS WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 1=6420/0-5-8, 4=6420/0-5-8 Max Horz 1=-61(LC 4) Max Uplift 1=-740(LC 8), 4=-759(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-2=-7598/896, 2-3=-6539/814, 3-4=-7640/906 BOT CHORD 1-6=-706/6243, 5-6=-701/6203, 4-5=-692/6282 WEBS 2-6=-442/3913, 2-5=-88/570, 3-5=-416/3681 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except 2-0-0 oc purlins (5-2-7 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; 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 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=740, 4=759, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-3=-64, 3-4=-64, 1-4=-896(F=-880) January 18,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Makika connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1411 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 RsesijlleC&96861 Job Truss !Truss Type ''1805954 ' I41 -Open Qty 4 Ply AJ RESIDENCE Job Reference (optional) R56784790 Louws Truss, Inc, Ferndale, WA - 98248, -1-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:11 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-t9euLO2jR6Yv59Yx3rm8FmyHITw2uyyVzjp8DlzuQIQ 1-11-8 1-0-0 1-11-8 1-11-8 { Scale = 1:11.6 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/dell Lid Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 6 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=37/Mechanical, 2=159/0-5-8, 4=15/Mechanical Max Horz 2=50(LC 12) Max Uplift 3=-22(LC 12), 2=-19(LC 12) Max Gray 3=38(LC 19), 2=159(LC 1), 4=34(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ARMING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. lid for use only with MiTek® connectors. This design is based only upon parameters shovm, and is for an individual building component, not system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the brication, storage, delivery, erection and bracing of trusses and truss systems, see AN$VTPI1 Quality Criteria, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 /Job '1805954 Truss J01A ;Truss Type ack-Closed Supported Gable Qty Ply AJ RESIDENCE Job Reference (optional) R56784791 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:11 2019 Page 1 I D:x2g INwNyyLvgeg EMTKesn9y7 P?6-t9euLO2j R5Yv59Yx3rm8FmylOTw5 uyyVzjp8DIzuQIQ -1-0-0 - 1-11-8 1-0-0 1-11-8 1.5x4 II 3 Scale: 1 "=1' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) I/deft L/d TC 0.06 Vert(LL) 0.00 1 n/r 120 BC 0.03 Vert(CT) 0.00 1 n/r 80 WB 0.00 Horz(CT) 0.00 4 n/a n/a Matrix-P PLATES GRIP MT20 220/195 Weight: 9 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=55/1-11-8, 2=154/1-11-8 Max Horz 2=41(LC 9) Max Uplift 4=-8(LC 12), 2=-25(LC 12) Max Gray 4=57(LC 19), 2=154(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. S+{+ARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03(2015 BEFORE USE. Design valid for use onty with MTek@3 connectors, This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verily Ole applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Iek+ ek USA, Inc. 400 Sunrise Avenue, Suite 270 Job 1805954 Truss J02 Truss Type Jack -Open Qty Ply AJ RESIDENCE Job Reference (optional) R56784792 Louws Truss, Inc, Ferndale, WA - 98248, -2-0-0 2-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:12 2019 Page 1 ID:x2g INwNyyLvgegEMTKesn9y7P?6-LLBHYk3LCPgmjJ78dYHNnzVPWtEFdPCeCNZimkzuQlP 1-10-15 1-10-15 2-0-0 2-0-0 ro Scale = 1:15,4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CST. TC 0.29 BC 0.09 WB 0.00 Matrix-R DEFL. in (loc) I/deft LJd Vert(LL) 0.00 4-5 >999 240 Vert(CT) 0.00 4-5 >999 180 Horz(CT) -0,00 3 n/a rile PLATES GRIP MT20 220/195 Weight. 10 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=291/0-5-8, 3=1/Mechanical, 4=-13/Mechanical Max Horz 5=62(LC 12) Max Uplift 5=-47(LC 12), 3=-12(LC 12), 4=-13(LC 1) Max Gray 5=291(LC 1), 3=11(LC 8), 4=25(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for Truss to truss connections. 6) Bearing at joint(s) 5 considers parallel 10 grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. January 18,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND fNCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/0312015 BEFORE USE, C#esign valid for use only with Wick® connectors. This design is based only upon parameters shown, and is for an individual building component, not a #cuss system. Before use, the building designer must verify the applicability of design parameters and properly irxorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal inpury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 (Job 18059 (Truss J02A Truss Type Jack -Open IQty Ply AJ RESIDENCE 1 Job Reference (optional) R56784793 Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:12 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-LLBHYk3LC Pg mjJ78dYHNnzVPztEAd PCeCNZi mkzu QIP -2-0-0 2-0-0 3-10-15 2-0-0 ( 2-0-0 1-10-15 i 2-0-0 2-0-0 dm Scale = 1:22.3 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 8.0 Code IRC2015/TPI2014 CS!. TC 0.26 BC 0.10 WB 0.00 Matrix-R DEFL. in (Ioc) I/defl Ud Vert(LL) 0.00 5 >999 240 Vert(CT) -0.00 5 >999 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=317/0-5-8, 3=85/Mechanical, 4=2/Mechanical Max Horz 5=98(LC 12) Max Uplift 5=-32(LC 12), 3=-47(LC 12), 4=-7(LC 12) Max Gray 5=317(LC 1), 3=85(LC 19), 4=29(LC 3) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-289/111 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekde connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. January 18,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenu Truss J02B Truss Type Jack -Open Ply AJ RESIDENCE Job Reference (optional) R56784794 Job 1805954 1 Louws T ss, Inc, Femdale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:13 2019 Page 1 I D:x2gINwNyyLvgegEMTKesn9y7P?6-pYIfm44zzjodLTi KAGocKB2cfHbXMsSoQ 1 I FI BzuQl0 -1-5-10 1-4-10 1-5-10 1-4-10 2-0-0 2-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 2x4 DF No.2 2x4 DF No.2 CS!. TC 0.14 BC 0.03 WB 0.00 Matrix-P Scale = 1:11.7 co d DEFL. in (loc) I/defl Ud Vert(a) -0.00 2 >999 240 Vert(CT) -0.00 2-0 >999 180 Horz(CT) -0,00 3 n/a n/a REACTIONS. (lb/size) 3=-13/Mechanical, 2=210/0-5-8, 4=15/Mechanical Max Horz 2=49(LC 12) Max Uplift 3=-13(LC 1), 2=-38(LC 12) Max Gray 3=9(LC 8), 2=210(LC 1), 4=34(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight 8 Ib FT = 0% Structural wood sheathing directly applied or 1-4-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and arty other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. or use only with MTe r5 connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 9566L !Job ',1805954 Truss JUG Truss Type Jack -Open 1Qty 12 Ply AJ RESIDENCE Job Reference (optional) R56784795 Louws Truss, Inc, Ferndale, WA - 98248, rr, 1 -1-5-10 1-5-10 8,240 s Dec 6 2018 MiTek Industries, Inc, Thu Jan 17 14:10:13 2019 Page 1 I D:x2g1NwNyyLygegEMTKesn9y7P?6-pYlfm44ujodl.TiKAGocKB2cfHbVMsSOQ1IFIBzuQ10 2-0-0 2.10-10 2-0-0 0-10-10 2-0-0 2-0-0 Scale = 1:16.9 LOADING (psf) TCLL 25.0 TCOL 7.0 BCLL 0,0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) I/defl Ud TC 0,14 Vert(a) -0.00 2 >999 240 BC 0.03 Vert(CT) -0.00 2-4 >999 180 WB 0.00 Ho rz(CT) -0.00 3 n/a n/a Matrix-P PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (lb/size) 3=63/Mechanical, 2=228/0-5-8, 4=16/Mechanical Max Horz 2=75(LC 12) Max Uplift 3=-35(LC 12), 2=-32(LC 12) Max Grav 3=63(LC 19), 2=228(LG 1), 4.35(LC 3) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-5-10 to 2-1-10, Interior(1) 2-1-10 to 2-9-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. January 18,2019 A, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•1473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrfelote connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111.11111 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 'Truss J04 Truss Type Jack -Open Ply AJ RESIDENCE Job Reference (optional) R56784796 Job 1805954 Louws Truss, Inc, Femdale, WA - 98248, -1-6-0 8,240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:14 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-HkJ1zP5bk1wUydHVVIaJrsOanjhwK5Jixfh2oqdzuQIN 4-0-0 1-6-0 4-0-0 4-0-0 4-0-0 Scale = 1:20.1 LOADING (psf) TCLL 25.0 TCDL 7,0 BCLL 0.0 BCDL 8,0 SPACING- 2-0-0 Plate Grip IDOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.18 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) I/defl Lid Vert(a) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (lb/size) 3=88/Mechanical, 2=282/0-5-8, 4=30/Mechanical Max Horz 2=94(LC 12) Max Uplift 3=-51(LC 12), 2=-27(LC 12) Max Grav 3=89(LC 19), 2=282(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT2O 220/195 Weight: 14 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 3-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII,..7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTelcAD connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIM1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 1805954 Truss JO4A Truss Type Jack -Closed Supported Gable Oty 1 Ply 1 AJ RESIDENCE Joh Reference (optional)_ R56784797 Louws Truss, Inc, Femdale, WA - 98248, LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:14 2019 Page 1 I D:x2g I NwNyyLvgegEMTKesn9y7P?6-HkJ 1 zP5bk1 wUyd H WkzJrsOanRhx15JWxfh2ogdzu©IN -1-6-0 4-0-0 1-6-0 4-0-0 i 2x4 = 8.00 112 1.5x4 II 8 1_5x4 II Scale = 1:20.6 5 1.5x4 II 1.5x4 II 7 6 1.5x4 II 1.5x4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 CSI. TC 0.14 BC 0.01 WB 0.01 Matrix-P DEFL. in (loc) I/defl LJd Vert(LL) 0.00 1 ri/r 120 Vert(CT) -0,00 1 n/r 80 Horz(CT) 0.00 6 n/a n/a REACTIONS, All bearings 4-0-0. (Ib) - Max Horz 2=82(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, B Max Gray All reactions 250 Ib or less at joint(s) 6, 2, 7, 8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-6-0 to 2-1-3, Exterior(2) 2-1-3 to 3-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in an areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7, 8. ARN7NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. or use only with MTekte connectors. This design is based only upon parameters shown, and is for an individual building component, not . Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Id ing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss 1805954 1J05 Truss Type Jack -Open Q 1 Ply AJ RESIDENCE Job Reference (optional) R56784798 Louws Truss, Inc, Femdale, WA - 98248, -2-0-0 1-10-15 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:15 2019 Page 1 I D:x2g I NwNyyLvgegE MTKesn9y7P?6-mwtPB15EVK2Lan rjIgg4 Pc7w14F8gmy4uLnM M3zuQIM 2-0-0 1-10-15 5-0-0 5-0-0 Scale = 1:15.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc; YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) 1/deft L/d TC 0.29 Vert(LL) -0.02 4-5 >999 240 BC 0.15 Vert(CT) -0.03 4-5 >999 180 WB 0.00 Horz(CT) -0.01 3 n/a n/a Matrix-R PLATES GRIP MT20 220/195 Weight: 14 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x4 DE No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=4/Mechanical, 4=21/Mechanical, 5=294/0-5-8 Max Horz 5=62(LC 12) Max Uplift 3=-5(LC 12), 5=-39(LC 12) Max Gray 3=32(LC 3), 4=72(LC 3), 5=294(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-251/138 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL 4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 Ib down and 21 Ib up at 2-0-12, and 21 Ib down and 14 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2>-64, 2-3=-64, 4-5=-16 Concentrated Loads (Ib) Vert: 7=7(B) )j)i WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, net a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, 5uite 270 Job 1805954 Truss J05A Truss Type Jack -Open Qty 1 Ply AJ RESIDENCE R56784799 Louws Truss, Inc, Ferndale, WA - 98248, -2-0-0 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:15 2019 Page 1 ID:x2gI NwNyyLvgegEMTKesn9y7P?6-mwtPBI5EVK2Lanrjlgg4Pc7wC4Fvgmy4uLnMM3zuQIM 3-10-15 2-0-0 8.00 ft2 1.5x4 I I 5 1.5x4 = 3-10-15 5-0-0 5-0-0 4 Scale = 1:22.0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.26 BC 0.16 WB 0.00 Matrix-R DEFL. in floc) I/dell Ud Vert(LL) -0.02 4-5 >999 240 Vert(CT) -0.04 4-5 >999 180 Horz(CT) 0,01 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=332/0-5-8, 3=89/Mechanical, 4=31/Mechanical Max Horz 5=98(LC 12) Max Uplift 5=-28(LC 12), 3=-46(LC 12) Max Gray 5=332(LC 1), 3=90(LC 19), 4=76(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-5=286/114 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. January 18,2019 UYARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek5l connectors. This design is based only upon parameters shown, and is for an individual building component, not a tans system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPll Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville_CA 95661 1Job 1805954 Truss JO5B Truss Type k-Open Ply AJ RESIDENCE Job Reference (optional) R56784800 Louws Truss, Inc, Ferndale, WA - 98248, -2-0-0 2-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:16 2019 Page 1 I D:x2g I NwNyyLvgegEMTKesn9y7P?6-E7RnO56sGeABCxQvsOMJypg5VUbyZDCE6?XvvWzu QIL 5-D-0 5-10-15 5-0-0 0-10-15 5-0-0 5-0-0 Scale = 1:28.6 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.29 BC 0.17 WB 0.00 Matrix-R DEFL. in (loc) I/deft Ltd Vert(LL) -0.02 5-6 >999 240 Vert(CT) -0.04 5-6 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 6=0-5-8, 3=0-1-8. (Ib) - Max Horz 6=135(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 6=363(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-325/106 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 5-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-T473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, 050 is for an individual building component, not a truss system. Before use, the building designer must verify the applicabaity of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLfTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Job 1805954 Truss iJ06 Truss Type Jack -Open Ply AJ RESIDENCE Job Reference (optional) R56784801 Louws Truss, Inc, Femdale, WA - 98248, -1-10-14 2-7-5 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:17 2019 Page 1 I D:x2g I NwNyyLvgeg EMTKesn9y7P?6-iJ?AbR7U 1 yI2 p4?5 P5tYU1 CGQuv81g RNLfGTRyzuQtK 1-10-14 1 2-7-5 6-0-0 6-0-0 Scale = 1:15.1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.28 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) 1/deft Lid Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.10 2-4 >683 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=11/Mechanical, 2=319/0-5-8, 4=46/Mechanical Max Horz 2=58(LC 12) Max Uplift 3=-13(LC 12), 2=-37(LC 12) Max Gray 3=13(LC 19), 2=319(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-14 to 1-8-5, Interior(1) 1-8-5 to 2-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 2-4=-16 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. t0/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. January 18,2019 iTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 'Job 1805954 'Truss J06A Truss Type Jack -Open Qty 2 AJ RESIDENCE 1 Job Reference o•tiona() R56784802 Louws Truss, Inc, Ferndale, WA - 98248, Y 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:17 2019 Page 1 I D:x2g1 NwNyyLvgegEMTKesn9y7P?6-iJ?AbR7U 1 y12p4?5P5tYU 1 CGMuv8IgRNLK;TRyzuQlK -1-10-14 5-3-5 1-10-14 5-3-5 6-0-0 6-0-0 1d Scale = 1:19.9 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 CS!. TC 0.28 BC 0.30 WB 0.00 Matrix-P REACTIONS. (Ib/size) 3=130/Mechanical, 2=371/0-5-8, 4=46/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-58(LC 12), 2=-43(LC 12) Max Gray 3=130(LC 1), 2=371(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/deft Lid Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.10 2-4 >683 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 0% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-14 to 1-8-5, Interior(1) 1-8-5 to 5-2-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. n valid for use only with MTele connectors. This design is based only upon parameters shown, and is for an individual building component, not stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing sys required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue. Su fe 270 Jpb 1805954 Truss JO6B Truss Type Jack -Open Qty Ply 1 AJ RESIDENCE Job Reference (optional) R56784803 Louws Truss, Inc, Femdale, WA - 98248, 8 240 s Dec 6 2018 MiTek Industries, Inc, Thu Jan 17 14:10:18 2019 Page 1 ID:x2g I NwNyyLvgeg EMTKesn9y7 P?6-AVZY pn86nFavREaHzpOntEINVI EN17 h)(aJO0z0zuQ1J -1-10-14 6-0-0 7-11-5 1-10-14 6-0-0 1-11-5 6.00 ri 2 2x4 = 6 6-0-0 6-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 0.45 BC 0.30 WB 0.00 Matrix-P 4 rig Scale -4 1 26.5 DEFL. in (loc) I/defl Ud Vert(a) -0.06 2-6 >999 240 Vert(CT) -0.10 2-6 >683 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) 6=Mechanical, 3=0-1-8, 4=Mechanical. (Ib) - Max Horz 2=129(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 3, 4 Max Grav All reactions 250 Ib or less at joint(s) 6, 3, 4 except 2=394(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD SOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 1-8-5, Interior(1) 1-8-5 to 7-11-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 4. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. January 18,2019 WARWING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-747.3 rev. 10/0312015 BEFORE USE. Design valid for use only with koliTeite0 connectors. This design is basal only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl Quality Critena, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 1805954 Truss MO1 Truss Type Monopitch Qty 1 Ply 1 AJ RESIDENCE R56784804 Louws Truss, Inc, Femdale, WA - 98248, Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:18 2019 Page 1 ID:x2g INwNyyLvgegEMTKesn9y7P?6-AVZYpnB6nFQvREaHzpOn1 EISII9j16JXaJ00zOzuQIJ -1-0-0 4-2-7 8-3-8 1-0-0 4-2-7 4-1-1 8.00 ;12 2 2x4 = 1.5x4 9 8-3-8 1.5x4 I 4 5 7 6 3x6 8-3-8 Scale = 1:35.7 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.18 BC 0.60 WB 0.09 Matrix-P DEFL. in (toc) 1/deft L/d PLATES GRIP Vert(LL) -0.19 2-7 >485 240 MT20 220/195 Vert(CT) -0.35 2-7 >269 180 Horz(CT) 0.00 7 n/a n/a Weight: 40 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=396/0-5-8, 7=314/Mechanical Max Horz 2=168(LC 12) Max Uplift 2=-4(LC 12), 7=-92(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-316/0 WEBS 3-7=-250/134 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 8-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. January 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEI( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, see ANSI?PI! Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA91681 Jpb Truss Truss Type ROOF SPECIAL Qty 5 Ply 1 AJ RESIDENCE Job Reference Lop)on)) R56784805 11805954 S06 Louws Truss, Inc, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:19 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P76-ei7w078kYZYm309UXWvOZSIRRiStrnTTgpzlZVozu011 -1-10-14 7-8-1 14-1-12 22-0-0 26-10-5 31-8-11 36-1-0 39-7-11 44-0-0 45-10-14 1-10-14' 7-8-1 6-5-11 7-10-4 4-10-5 4-10-5 4-4-5 3-6-11 4-4-5 i-10-14' Ferndale, WA - 98248, 5x6 1.5x4 II 7-8-1 7-8-1 6.00 3x4 4 5x6 = 14-1-12 22-0-0 6-5-11 7-10-4 4x6 = 5 3x8 = 20 3x4 6 5x6 28-7-8 6-7-8 5x14 M18SHS 1.5x4 II 12 10x16 At118SHS = 1.5x4 II 4.00 112— 3x8 3x10 = 3x4 36-1-0 39-7-11 44-0-0 7-5-8 3-6-11 4-4-5 Scale = 1:82.3 n 1, Plate Offsets (X,Y LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD :0-2-12„ 70-7 ,0-3-0 , 0:1-1:9,0-9-101110:0-1-S,Edge 1 0-8-00-3-111_ SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 TC 0.95 BC 0.80 WB 0.48 Matrix-SH 2x4 DF 2400F 2.0E *Except* 5-7,1-3: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 *Except* 10-13: 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 7-13; 2x4 DF 2400F 2.0E SLIDER Right 2x4 DF No.2 3-9-12 REACTIONS. (lb/size) 2=1878/0-5-8, 10=1878/0-5-8 Max Horz 2=143(LC 16) Max Uplift 2=-162(LC 12), 10=-162(LC 13) DEFL. in (loc) lidefl Vert(LL) -0.65 13-14 >802 240 Vert(CT) -1,11 13-14 >470 180 Horz(CT) 0.59 10 n/a n/a PLATES GRIP MT20 220/195 M1 8SHS 220/195 Weight: 240 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-15, 7-14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3281/223, 3-4=-2714/223, 4-5=-2050/235, 5-6=-1994/244, 6-7=-2543/243, 7-8=-8066/454, 8-9=-8055/391, 9-10=-7510/422 BOT CHORD 2-17=-251/2813, 16-17=-253/2809, 15-16=-150/2350, 14-15=-22/2087, 13-14=-97/3109, 12-13=-327/6874, 10-12=-327/6835 WEBS 3-17=0/263, 3-16=-552/121, 4-16=0/439, 4-15=-853/186, 5-15=-98/1329, 6-15=-763/178, 6-14=-74/602, 7-14=-1625/170, 7-13=-251/5564, 8-13=-260/105, 9-13=0/693 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 , Inlerior(1) 26-4-13 to 45-10-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=162, 10=162. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rey. 10/0317015 BEFORE USE. Design valid for use only with MiTelole connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary end perrnanent bracing Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. MiTek Mrfek USA, Inc. 400 Sunrise Avenue, Sulte 270 Roseville. CA 95661 Jpb Truss (Truss Type 'Qty Ply AJ RESIDENCE , R56784806 1805954 SO6A ROOF SPECIAL 2 1 Job Reference (optional) Louws Truss, Inc, 1-10-14 1-10-14 Femdale, WA - 98248, 7-8-1 7-8-1 14-1-12 6-5-11 17 6.00 112 3x4 4 22-0-0 7-10-4 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:21 2019 Page 1 ID:x2gl NwNyyLvgegEMTKesn9y7P?6-a4EgRpA_4ApUliJsexxUftNpKV7jEMizGHEgajzuQIG 26-10-5 31-8-11 36-1-0 I 39-7-11 } 44-0-0 5g 10-14 4-10-5 4-10-5 4-4-5 3-6-11 4-4-5 10-14-14 4x6 = 19 3x4 5x14 M18SHS 1.5x4 II 10x16M18SHS =11 3x6 = 16 15 20 14 21 22 13 1.5x4 II 1.5x4 II 5x6 = 3x8 = 5x6 = 4.00 12 Scale = 1:77.7 3x10 4x6 = 7-8-1 14-1-12 22-0-0 28-7-8 36-1-0 39-7-11 44-0-0 7-8-1 6-5-11 7-10-4 6-7-8 7-5-8 3-6-11 4.4-5 Plate Offsets (X,Y)-- [3:0-2-12,0-3-0], [7:0-6-12,0-3-0], [9:0-1-8,0-2-4], [10:0-2-11,0-0-2], [10:1-3-8,0-5-11], [12:0-8-0,0-3-11], [15:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.80 BC 0.84 WB 0.50 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.69 12-13 >761 240 Vert(CT) -1.16 12-13 >451 180 Horz(CT) 0.62 10 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 237 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-12: 2x4 DF 2400F 2.0E WEBS 1 Row at midpt 4-14, 6-14, 7-13 WEBS 2x4 DF No.2 *Except* 7-12: 2x4 DF 2400F 2.0E SLIDER Right 2x4 DF No.2 3-9-12 REACTIONS. (Ib/size) 2=1887/0-5-8, 10=1744/Mechanical Max Horz 2=153(LC 16) Max Uplift 2=-162(LC 12), 10=-129(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3296/223, 3-4=-2733/227, 4-5=-2070/237, 5-6=-2013/254, 6-7=-2579/262, 7-8=-8295/525, 8-9=-8284/471, 9-10=-7885/513 BOT CHORD 2-16=-260/2828, 15-16=-262/2823, 14-15=-160/2367, 13-14=-38/2114, 12-13=-126/3167, 11-12=-437/7253, 10-11=-438/7216 WEBS 3-16=0/261, 3-15=-549/120, 4-15=0/439, 4-14=-852/186, 5-14=-99/1344, 6-14=-781/181, 6-13=-78/630, 7-13=-1675/186, 7-12=-318/5762, 8-12=-260/104, 9-12=0/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 Interior(1) 26-4-13 to 43-10-14 zone; cantilever left and right exposed ; end vertical ('eft and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 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=1b) 2=162, 10=129. January 18,2019 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114114473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rdsevllte. CA9.5.6.1 Jpb 18059 (Truss S06B 'Truss Type a Ply 1 AJ RESIDENCE Job Reference (optional) R56784807 Louws Truss, Inc, Ferndale, WA - 98248, 1-10 141 7-8-1 1710-14 7-8-1 23 5x6 4x6 = 25 3x4- 4 6 (ROOF SPECIAL 8,240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:22 2019 Page 1 ID:x2gINwNyyLvgegEMTKesn9y7P?6-2Go2f9BdrUxLwsu3CfSjB4w_3vSezpy6Vx_E69zuQIF 14-1-12 22-0-0 26-10-5 31-8-11 36-1-0 I 39-7-11 I 440-0 45-10-14 6-5-11 7-10-4 4-10-5 4-10-5 4-4-5 3-6-11 4-4-5 1-10-14 6.00 112 3x4 4 16 15 26 14 27 28 13 5x6 = 3x8 = 5x6 = 5x14 M18SHS 7 5x8 9 3x4 Scale = 1:79.2 10 4.00 112 3x6 5x8 7-8-1 14-1-12 22-0-0 28-7-8 36-1-0 39-7-11 44-0-0 7-8-1 6-5-11 7-10-4 6-7-8 7-5-8 3-6-11 4-4-5 Plate Offsets (X,Y)-- [3:0-2-12,0-3-01, [7:0-6-12,0-3-0], [9:0-1-8,0-2-4], [10:0-2-10,0-0-4], [10:1-3-2,0-1-0], [12:0-6-8,0-3-81, [15:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITPI2014 LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.2 `Except* 10-12: 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 'Except* 7-12: 2x4 DF 2400F 2.0E SLIDER Right 2x4 DF No.2 3-9-12 REACTIONS. (Ib/size) 2=1887/0-5-8, 10=1744/Mechanical Max Horz 2=153(LC 16) Max Uplift 2=-162(LC 12), 10=-129(LC 13) CSI. TC 0.80 BC 0.92 WB 0.50 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.69 12-13 >761 240 Vert(CT) -1,16 12-13 >451 180 Horz(CT) 0.62 10 n/a nla PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 259 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-13 JOINTS 1 Brace at Jt(s): 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3296/223, 3-4=-2733/227, 4-5=-2070/237, 5-6=-2013/254, 6-7=-2579/262, 7-8=-8295/525, 8-9=-8284/471, 9-10=-7885/513 BOT CHORD 2-16=-260/2828, 15-16=-262/2823, 14-15=-160/2367, 13-14=-38/2114, 12-13=-126/3167, 11-12=-437/7253, 10-11=-438/7216 WEBS 3-16=0/261, 3-15=549/120, 4-15=0/439, 4-14=-852/186, 5-14=-99/1344, 6-14=-781/181, 6-13=-78/630, 7-13=-1675/186, 7-12=-318/5762, 8-12=-260/104, 9-12=0/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 , Interior(1) 26-4-13 to 43-10-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf, 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=162, 10=129. January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIr-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, OSB-89 arrd BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MIN MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseviue_CA 95661 Jpb 1805954 Truss TO1 Truss Type Common Ply AJ RESIDENCE Job Reference (option) R56784808 Louws Truss, Inc, Femdale, WA - 98248, -1-6-0 1-6-0 4-4-0 44-0 4-4-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:22 2019 Page 1 I D:x2gl NwNyyLvgegEMTKesn9y7P?6-2Go2f9BdrUxLwsu3CfSjB4w77velzwB6Vx_E69zuQIF 8-8-0 10-2-0 4-4-0 1-6-0 3x4 = 8-8-0 4-4-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.22 BC 0.15 WB 0.03 Matrix-P 4-4-0 DEFL. in (loc) I/defl Ud Vert(LL) -0.01 4-6 >999 240 Vert(CT) -0.02 4-6 >999 180 Horz(CT) 0.00 4 n/a n/a Scale = 1:24.4 PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=440/0-3-8, 4=440/0-3-8 Max Horz 2=69(LC 11) Max Uplift 2=-50(LC 12), 4=-50(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-357/25, 3-4=-357/26 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7.10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 4-4-0, Exterior(2) 4-4-0 to 7-11-3, Interior(1) 7-11-3 to 10-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. �yWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeic® connectors. This design is based only upon parameters shown, and is for an individual building component, not a taus system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS!/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Sufka 270 Truss (Truss Type T03 Common Girder Qty 1 Ply AJ RESIDENCE 2 Job Reference (optional R56784809 Jpb 1805954 Louws Truss, In Ferndale, WA - 98248, -6-0 -6-0 H 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:23 2019 Page 1 I D:x2g I NwNyyLvgegEMTKesn9y 7P?6-XTMRsUCFco3CX0TFmM_ykISGxJwOiEtGjbjneczuQlE 3-6-0 6-7-8 9-9-0 13-3-0 3-6-0 3-1-8 3-1-8 3-6-0 3-6-0 6-7-8 4x6 '1 3-6-0 3-1-8 9-9-0 13-3-0 3-1-8 3.8-0 ( Scale = 1:30.3 Plate Offsets (X,Y)— [8:0-4-0,0-5-12] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 REACTIONS. (lb/size) 6=6132/0-5-8, 2=6257/0-5-8 Max Horz 2=89(LC 5) Max Uplift 6=-713(LC 9), 2.-743(LC 8) CSI. DEFL. in (loc) I/deft L/d I PLATES GRIP TC 0.34 Vert(LL) -0.06 8 >999 240 MT20 220/195 BC 0.44 Vert(CT) -0.10 7-8 >999 180 WB 0.58 Horz(CT) 0.02 6 n/a n/a Matrix-SH BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7940/912, 3-4=-5698/692, 4-5=-5698/689, 5-6=-7973/927 BOT CHORD 2-9=-765/6504, 8-9=-765/6504, 7-8=-729/6532, 6-7=-729/6532 WEBS 4-8=-711/6032, 5-8=-2250/320, 5-7=-270/2481, 3-8=-2216/305, 3-9=-264/2473 Weight: 162 Ib FT = 0% Structural wood sheathing directly applied or 4-5-12 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL 4.8psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes 10 account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 6=713, 2=743. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 4-6 -64, 2-6=-896(F=-880) ARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 70/03/2015 BEFORE USE. n valid for use only with %Tet a connectors. This design is based only upon parameters shown, and is for an individual building component, not . Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the cation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, OSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 [Job Truss 11805954 T04 Truss Type ommon Qty 3 Ply 1 AJ RESIDENCE R56784810 Louws Truss, lnc, Ferndale, WA - 98248, Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:24 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P"16-?fwp3qCtN5B3992RK3VBGV?PdiAERnZPyFTKB2z4110 -1-10-14 6-4-15 12-3-5 18-8-12 25-2-3 31-0-10 37-5-8 39-4-6 , H 1 1-10-14 6-4-15 5-10-6 6-5-7 6-5-7 5-10-7 6-4-14 1-10-14 1.5x4 '- 3 4x4 = 6.00 5x6 14 , 12 17 18 3x4 = 9-7-10 18-8-12 4x4 = 5 5x6 6 1.5x4 // 7 Scale = 1:66.2 19 20 10 11 4x4 = 5x8 = 9-7-10 9-1-2 Plate Offsets 1X2)-- [4:0-3-0,0-3-0], [6:0-3-0,0-3-0], [11:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 TC 0.47 Lumber DOL 1.15 BC 0.72 Rep Stress Incr YES WB 0.23 Code IRC2015/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 27-9-14 9-1-2 3x4 = DEFL. in (loc) I/defl L/d Vert(LL) -0.24 11-12 >999 240 Vert(CT) -0.39 11-12 >999 180 Horz(CT) 0.11 8 n/a n/a REACTIONS. (Ib/size) 2=1617/0-5-8, 8=1617/0-5-8 Max Horz 2=123(LC 12) Max Uplift 2=-143(LC 12), 8=-143(LC 13) 37-5-8 9-7-10 PLATES GRIP MT20 220/195 9 14 Weight: 179 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2734/207, 34=-2449/184, 4-5=-1737/196, 5-6=-1737/196, 6-7=-2449/185, 7-8=-2734/207 BOT CHORD 2-12=-227/2346, 11-12=-128/1956, 10-11=-42/1956, 8-10=-104/2346 WEBS 5-11=-57/1081, 6-11=-696/171, 6-10=-2/443, 7-10=-325/136, 4-11=-696/171, 4-12=-2/443, 3-12=-325/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 1-10-1, Interior(1) 1-10-1 to 18-8-12, Exterior(2) 18-8-12 to 22-5-11, Interior(1) 22-5-11 to 39-4-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=143, 8=143. January 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII7P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseyille_CA_9566 r-Jgb Truss Truss Type Common Qty 6 Ply 1 AJ RESIDENCE R56784811 1805954 ,T05 Louws Truss, Inc, Femdale, WA - 98248, -1-10-14 1-10-141 7-3-10 7-3-10 1 4x6 = Job Reference (optional) 8 240 s Dec 6 2018 MiTek Industries, Inc, Thu Jan 17 14:10:25 2019 Page 1 ID:x2g1NwNyyLvgegEMTKesn9y7P?6-TrUBHADV8PJwnJcetn0QpiXSc6UoADPZI3vCujUzuQIC 14-0-12 22-0-0 29-11-4 36-8-6 44-0-0 1 1 6-9-2 7-11-4 7-11-4 6-9-2 7-3-10 6.00 112 5x6 12 17 18 11 19 20 10 21 3x4 18-0-0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 5x6 = 8-8-12 5x6 26-0-0 8-0-0 34-8-12 8-8-12 9 3x4 4:0-2-12,0-3-4], [6:0-2-12,0-3-4], [10:0-3-0,0-3-4], [11:0-3-0,0-3-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0.89 WB 0.26 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.32 11-12 >999 240 Verl(CT) -0.49 11-12 >999 180 Horz(CT) 0.15 8 n/a n/a 1.5x4 44-0-0 9-3-4 Scale 1:75.5 3x6 PLATES GRIP MT20 220/195 Weight: 215 Ib FT = 0% 1.t LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 1-4,6-8: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 2=1888/0-5-8, 8=1745/Mechanical Max Horz 2.154(LC 12) Max Uplift 2=-163(LC 12), 8=-130(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 4-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3299/238, 3-4=-3079/258, 4-5=-2381/260, 5-6=-2388/271, 6-7=-3153/279, 7-8=-3378/259 BOT CHORD 2-12=-279/2838, 11-12=-175/2362, 10-1 1=-31/1746, 9-10=-82/2384, 8-9=-164/2927 WEBS 5-10=-119/903, 6-10=-762/220, 6-9=-67/629, 7-9=-396/159, 5-1 1-1 16/884, 4-11=-735/215, 4-12=-54/562, 3-12=-350/150 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-10-14 to 2-5-15, Interior(1) 2-5-15 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13 , Interior(1) 26-4-13 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 2=163, 8=130. AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1111-1413 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek5 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, O38•89 and EICSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 8oaeutICA 95661 Jgb , 1805954 Truss TO5A Truss Type Common Qty 2 Ply AJ RESIDENCE Job Reference (optional) R56784812 Louws Truss, Inc, Femdale, WA - 98248, x6 = 7-3-10 14-0-12 7-3-10 6-9-2 6.00 4x6 = 4 5x6 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Jan 17 14:10:26 2019 Page 1 I D:x2g I NwNyyLvgeg EMTKesn9y7P?6-x22ZUWE7vjRnOTBeRUXfMw4dGWp_vgfiQZyRFwzuQ1B 22-0-0 29-11-4 36-8-6 44-0-0 I I i I 7-11-4 7-11-4 6-9-2 7-3-10 13 14 5x6 5 1.5x4 1.5x4 2 11 18 17 10 18 19 9 20 3x4 = 5x6 = 5x6 = 9-3-4 18-0-0 26-0-0 9-3-4 8-8-12 8-0-0 21 34-8-12 8-8-12 8 3x4 = 15 44-0-0 9-3-4 Scale = 1:73.8 3x6 = Plate Offsets (X,Y)-- j9:0-3-0,0-3-41 [10:0-3-0,0-3-4] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.98 BC 0.90 WB 0.26 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.32 10-11 >999 240 Vert(CT) -0.50 10-11 >999 180 Horz(CT) 0.16 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 212 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,5-7: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.2 WEBS 1 Row at midpt 5-9, 3-10 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 1=1755/Mechanical, 7=1755/Mechanical Max Horz 1=132(LC 16) Max Uplift 1=-130(LC 12), 7=-130(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3400/261, 2-3=-3175/281, 3-4=-2408/273, 4-5=-2408/273, 5-6=-3175/281, 6-7=-3400/261 BOT CHORD 1-11=-297/2947, 10-11=-181/2404, 9-10=-34/1763, 8-9=-92/2404, 7-8=-166/2947 WEBS 4-9=-119/903, 5-9=-762/220, 5-8=-67/629, 6-8=-396/159, 4-10=-119/903, 3-10=-762/220, 3-11=-67/629, 2-11=-396/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-12 to 4-5-9, Interior(1) 4-5-9 to 22-0-0. Exterior(2) 22-0-0 to 26-4-13, Interior(1) 26-4-13 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (rit=lb) 1=130, 7=130. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permaneet bracing is always required for stability and to pnevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPIT Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Miliek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 f3osev1I1e C,A 955111 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'ire" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 cc 0 0 Numbering System 6-4.8 1 dimensions shown in ft-In-sixteenths (Drawings not to scale) 2 TOP CHORDS 111 WEBS 4 �1 F ce-7 cs•s 0 BOTTOM CHORDS 7 6 5 0 cc 0 I 0 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. 0 2012 MiTek® All Rights Reserved MiTek! MiTek Engineering Reference Sheet: MII-7473 rev. 10103/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1, 8, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. • 41-06-01 un 14-04-01 13-10-00 11-04-00 AJ RESIDENCE TUKWILLA LOT 3 -, -, " „ 1805954 J029 o O J029 9 co 9 H02 J02C o iZ H02A GE04 T04 T04 T04 GE05 T05 T05 0 0 z SCISSOR GABLE UJ cod // �/ m 0 O 0 u? O co -JO1A J01 0 co (NI 1 T05 S06A 90S 90S 90S 90S 0 J01 J01 o9 N J01 u M01 JL24 II m H01 JL26 JC2A 0 a J02 - + I T03 I TO1 j , 2-00-00 1 GEO3 I T01 I 09 0 0 co o I T01 6-04-01 13-03-00 9-09-01 I TO1 I I GE01 8-08-00 0 0 m 0 Sales: Luke Whitford 1805954 SINGH, AIMER AJ RESIDENCE TUKWILA ./"r LOUWS TRUSS IRCRRPRRMER Date: 1/18/2019 360.384.9000 CO CZ> o0 CD 0 0 0 0 0 0 0 0 JO1A J01 J01 JO JO J 2A J02 0 14-04-01 AJ RESIDENCE TUKWILLA LOT 3 1805954 0 CD CD 41-06-01 CO0 0 <0 JO` 13 0 -GG 13-10-00 11-04-00 CO CO 0 0 0 MO1 JL24 H01 J 26 0 to ", 0 0 6-04-01 H02 HO2A 0 CO o CO CO 0 0) J026 JO2C T03 0 TO1 F I TO1 r-1-01 I I ,1 TO1 L.1 GE01 8-06-00 GE03 13-03-00 9-09-01 Sales: Luke Whitford SINGH, AIMER AJ RESIDENCE co 0 tO 0 (0 CO 0 04 0 c> GO GO 0 0 GO 2-0 -00 LOU-"NNIWS T FlUEIS 1JGEICIP061IFT1 360.384.9000 • • TUKWILA Date: 1/18/2019 PROJECT: STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN WIND AND SEISMIC ANALYSIS &DESIGN FOUNDATION ANALYSIS AND DESIGN A J Residence -Tukwila Lot 3 New Single Family Residence 15317 65th Ave South Tukwila, WA 98188 ENGINEE'R:VI =v:,ED FOR CODE Ca6PLIANCE APPROVED APR 2 4 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER Dt9 o3u JOB # A J Residence -Tukwila lot 3 DATE: 1/7/2019 SAZEI Design Group, LLC Consulting Engineers 6608 110th Ave. N.E. Kirkland, WA. 98033 Phone: (425) 214-2280 Fax: (425) 889-6867 E-mail: hamidkorasani@yahoo.com HAMID G. KORASANI, P.E. PROJECT NAME: A J Residence -Tukwila Lo PROJECT ADDRESS: 15317 65th Ave South Tukwila, WA 98188 ENGINEER: SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel:(425) 214-2280 e-mail: hamidkorasani@yahoo.com OWNER: ARCHITECT: Mr. Ajmer Singh 15319 65th Ave South Tukwila, WA 98188 SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel:(425) 214-2280 e-mait: hamidkorasani@yahoo.com JURISDICTION: City of Tukwila, Washington 98188 PROJECT: ENGI•NEER: ECEIV.E F YU JAN ;" ON PERM, fC R TURAL CALCULATIONS :G RAV1TY LOAD :ANALYSIS AND. DESIGN_ ,.:.: NNIND AND SEISMIC ANALYSIS &DESIG N FOUNDATION ANALYSIS AND DES19.14 STRU JOB # A J Residence -Tukwila lot 3 DATE: 1/7/2019 A J Residence -Tukwila Lot 3 New Single Family Residence 15317 65th Ave South Tukwila, WA 98188 SAZEI Design Group, LLC Consulting. Engineers 6608 110th Ave: N.E. Kirkland . WA. 98033 Phone: (425) 21.4-2280 Fay: (425) 889-6867 E-mail: hamidkar-asani@yahoo.com HAMID G. KORASANI, P.E. PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 Load Definitions (Per section 1602, I.BC. 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 H = 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 Vide = Ultimate design wind speed (3-second gust), miles per hour (mph) from figures 1690A, 1690B or 1690C or ASCE 7-10 figures 26.5-1A, 26.5-18 or 26.5-1C W = Load due to wind pressure. W, Wind -on -ice in accordance with Chapter 10 ASCE 7-10 PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 General Design Requirements ( Per Section 1604 of the I.B.C. 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 1.8.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 fatale 1604.3 Deflection Limits aAcm'l Construction $ or W D+L " Roof members Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling Floor members 1/360 1/360 1/360 1/240 1/240 1/180 1/180 F 1/360 1 1/180 I 1/120 Lt240 With plaster or stucco finish - I/360 ... -- With other brittle material - 1/240 ---- With flexible finishes 1/120 ----- - Refer to Table 1604.3 of the I.B.0 2015 for footnotes a,b,c,d,e,g,h, and I. PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 LOAD COMBINATIONS PER SECTION 1605 'B.C. 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 pecked 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(0.614)+0.75L+0.75(L, or S or R) (Equation 16-13) D+H+F+0.75(0.7E)+0.75L+0.75S (Equatiion 16-14) 0.60+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: A J Residence -Tukwila Lot 3 JOB#: A J Residence -Tukwila lot 3 Dead Loads (Per Section 1606, LB.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 Insulatfon: 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS USE: 1 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. PROJECT: A J Residence -Tukwila Lot 3 JOB#: A J Residence -Tukwila lot 3 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. 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: 1500 p.s.f. for design USE: 12.00 p. s. f. over the floor area to account for wall partition weight for seismic calculations i 12.90 p.s.f. !PROJECT: A J Residence -Tukwila Lot 3 [JOB#: A J Residence -Tukwila lot 3 Dead Loads (Per Section 1606, LB.C. 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 TX joist 16" OC R-25 Insulation: 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS 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. 1 , ,PROJECT: A J Residence -Tukwila Lot 3 JOB#: A J Residence -Tukwila lot 3 I I.- 2 X INTERIOR 2x4 Studs @ 16" O.C. 1.50 p.s.f. 2x4 Top & Bottom Plates 0.75 p.s.f. 2x6 Top & Bottom Plates 1.50 p.s.f. 5/8" G.W.B. 2.50 p.s.f. Electrical and Mechanical 1.50 p.s.f. TOTAL LOADS ; 7.75' p.s.f. USE: 10.00 p.s.f for design I i M 11.- LATERAL LOADS I Use: 5.00 p.s.f. FOR DESIGN (Per 1. 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 T I I PROJECT: A J Residence -Tukwila Lot 3 JOB#: A J Residence -Tukwila lot 3 I.- 2 X EXTERIOR WALLS 1/2" Plywood 1.60 p.s.f. 2x6 Studs @ 16" o.c. 1.75 p.s.f. 2x6 Top & Bottom Plates 1.00 p.s.f. R-30 insulation 1.00 p.s.f. 5/8" G.W.B. I 2.50 . . . Electrical and Mechanical 1.50 W, TOTAL. LOADS 9.35 p.s.f. USE 10 p. s. f. for design 11.- LATERAL LOADS Use: 5.00 p.s.f. FOR DESIGN (Per 1.8. 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 1 1 I PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 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 1.B.0 2015 Table 1612.1 Item 25 Residencial One and Two family dwellings Uninhabitable attics without storagei Uninhabitable attics with storage"k Habitable attics and sleeping areas k ..... . ..... All other areas except balconies arid 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 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 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 1.B.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 2015 PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 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 tbr 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) ..... ................. _ ... (Equation 16-24) 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 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 = LoR R2 (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 R and R2 shall be determined as follows: R f 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) [PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 Snow Loads (Per Section 1608 IBC 2015) 1608.1 General. Design snow Loads shall be determined in accordance with Chapter 7 of A SCE 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*Ct*Cs*Pg*Is (Flat & Sloped Roofs) !Use 25 psf Snow Load for Design I PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 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 dt, 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 uft = 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 = 0.65 (Section 26.6 and Table 26.6-1 ASCE 7-10) Topographic Factor K2t = (1+K1*K 2 *K3) 2 (Section 26.8 and Figure 26.8-1) asce 7-10 USE Kzt =1.15 nd Ioads have been calculated based on Chapter28 Envelope Procedu PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 3 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 F 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 MCE R 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 The MCE R 5 percent damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section11.4.3 SMS = Fe Ss (Equation 11.4-1) RCB 11 SC D Fa = 1.00 F, = 1.50 Ss = 1.46g S= 0.54 g S nois = 1.46g 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= 0.82 g Design 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.4 S Ds = 2/3S ms (Equation 11.4-3) S Ds = 0,97 g Design 5 percent damped, spectra response acceleration parameter at a penbd of 1 s as defined in Section 11.4.4 S01 = 2/3S mi (Equation 11.4-4) SDI = 0.54 g I e 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 Do =2.5 (From Table 12.2-1 ASCE-7-05) Deflection Amplification Factor C d = 4 (from Table 12.2-1 ASCE 7-10) a= 1.00 SDC = D R = 6.50 = 2.50 Cd 4,00 1216/2018 Design Maps Summary Report musGs Design Maps Summary Report User -Specified Input Report Title TUKWILA Lot4 Fri December 7, 2018 05:34:19 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2006) Site Coordinates 47.46524°N, 122.25312°W Site Soil Classification Site Class D - "Stiff Soil' Risk Category 1111/111 USGS-Provided Output Ss 1.459 g SI = 0.544 g SMS = 1.459 g Sm, = 0.816 g S„ = 0.973 g S„ = 0.544 g For information on how the SS and Si values above have been calculated From probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICER .Response. Spectrum ()es ign Response Spectrum 1.40ij 'no Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the date contained thereio. This tool is not a substitute for technical subject -matter knowledge. 1217/208 Design Maps Detailed Report �� '��y��F��'U��rf 0��n�� Design Maps ' Detailed Report 2812/2015InternatjoOal Building CVde/47.46524*N, 122.25312»VKl Site Class D - "Stiff Sail"r Risk Category I/Ii/111 Section 1613'3'1-- Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration, They have been converted From corresponding geometric mean ground motions computed by the USGS by applying factors of1.1 (to obtain SJ and 1.3 (to obtain Sj. Maps in the I012/I015lntcrnahuna/ Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, In Section 1b1].3.3' Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site -specific ge otechnical data, and/or the default has classified the site asSite Class D\ based onthe site soil properties in accordance with Section 1013. zozu Ascs-7 Standard - Table an.o-1 SETEcLASS DEFINITIONS Site Class V. or— - A. Hard Rock >5,000 ft/S 6. Rock C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 D. Stiff Soil E. Soft clay soil <600M/s <15 <1,000psf Any profile wIthmore than 1Uftufsoil having the characteristics: ° Plasticity index PI> 20, ° Moisture content w -�: 40%' and ° Undrainedshearstrength- <50Opsf F. Soils requiring site response analysis |naccordance with Section 2111 See Section 20.3.1 ` 1217/2018 Design Maps Detailed Report Section 1613,3'3 -- Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters n4DLEz613.3.3(z) VALUES OF SrrECOEFFICIENT � Site Class Mapped Spectral Response Acceleration atShort Period A C D E F 0.0 CLQ 0.8 1.3 1.3 1.1 1.6 1.4 2.5 1.7 0.8 0.8 See Section 11.4.7ofASCE7 1.0 1'O 0.9 Note: Use straight-line interpolation for intermediate values of S, 7AaLEz61s.3.3(2) VALUES uFSITE COEFFICIENT r, Site Class Mapped Spectral Response Acceleration at 1-s Period A B D 0.8 0.8 0.8 1.0 1.0 1.8 1.5 1.4 1.3 1'8 1.8 E 3.5 3.2 2.8 1.5 Note: Use straight-line interpolation for intermediate values qfSz For Site CJass=D and a,=��4 9, F,=z'mmm 12/7/2018 Design Maps Detailed Report Equation (16-37): Sms = FaSs = 1.000 x 1.459 = 1.459 g Equation (16-38): Smi = FS1 = 1.500 x 0.544 = 0.816 g Section 1613.3.4 — Design spectral response acceleration parameters 1 Equation (16-39): Sps = % SMS = % x 1.459 = 0.973 g Equation (16-40): SD1= 3/3 Smi = 2/3 x 0.816 = 0.544 g 12/7/2018 Design Maps Detailed Report i Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF S RISK CATEGORY I or II III IV Sas < 0.167g A A A 0.167g5.Sos<0.339 B B C 0.33gSSo, <0.50g C C D 0.50g S Soo D D D For Risk Category = I and Sos = 0.973 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sot RISK CATEGORY I or II I/I IV Sol < 0.067g A A A 0.067g <_ So1 < 0.133g B B C 0.133g 5 Soz < 0.20g C C D 0.20g 5 Sol D D D For Risk Category = I and Spl = 0.544 g, Seismic Design Category = D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2). pdf WoodWorks Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10,31 Tukwila Lot 3—Lateral Analysis.wsw Project Information COMPANY AND PROJECT INFORMATION Company rProject SAZEI Design Group, Hamid Korasani, P.E. (425) 214-2260 LLC. DESIGN SETTINGS Jan. 18, 2019 06:26:41 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 - - 19% 10% 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: Deflection -based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (Al]. heights) ASCE 7-10 12.8 Seismic 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 - All others Regular Bearing Wall D D Topographic Information [ft] Shape Height Length 3-D Hill 100 200 Site Location: 50ft Spectral Response Acceleration S1: 0.590g Ss:1.460g 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 Tukwila Lot 3--Lateral Anallysis.wsw Level 1 of 3 WoodWorks® Sheanvalls 10.31 L-2 Jan. 17, 2019 23:43:07 60' H-1 F-1 A-1 A-2 5' 10' 15' A-3 20' 25' K-1 A-4 30' 35' 40' u? 55' 50' 45' 40' 30' 25' 20' 15' 10' 5' 0' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3—Lateral Analysls.wsw Level 2 of 3 (.° WoodWorks® Shearwalls 10.31 L-1 L-2 L-3 L-4 K-1 K-2 K- Immiminnt- B-2 Jan. 17, 2019 23:43:07 MM. K-4 K-5 -1 G-1 ta. 55 (3; co 50' 45, 40' 35' 30' 25' {i Co? E- 11=1111 MININ11111111 I UM= -1 C-2 C-3 C-4 C-5 - A-1 A-2 1 °3 20' 15' 5' oS 05' 10' 15' 20' 25' 30' 35' 40' 0' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3--Lateral Analysismsw Level 3 of 3 K- D-1 A-1 WoodWorks® Shearwalls 10.31 L-1 L-2 L-4 K-2 K-3 K-5 K-6 E-1 H-1 (IS 1111111111 111•11111MI 1 C-2 C-3 C-4 C-5 B-2 A-2 A-3 Jan. 17, 2019 23:43:0775' 70' 65 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 0' -5: -10' -10-5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 Structural Data STORY INFORMATION Ceiling Level 3 Level 2 Level 1 Foundation Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth Pril Height [ftl shrinkage VII length [in] 31.83 22.83 12.67 2.50 2.00 0.0 l'-2.0 l'-2.0 6.0 9.00 9.00 9.00 17.8 17.8 9.8 18.5 18.5 10.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang Iftl Block 1 3 Story E-W Ridge Location X,Y = 0.00 0.00 North Side 30.0 2. 00 Extent X,Y = 40.00 56.50 South Side 30.0 2.00 Ridge Y Location, Offset 28.25 0.00 East Gable 90.0 2.00 Ridge Elevation, Height 48.14 16.31 West Gable 90.0 2.00 11 WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in in PIy Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 Both Struct I OSB 40/20 19/32 - 3 Horz 88500 16d Nail N 2 12 Y 2 2 Both Struct Sh OSB 32/16 15/32 - 3 Horz 83500 16d Nail N 2 12 Y 1,2 3 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 4 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 5 1 Struct Sh OSB 32/16 15/32 - 3 Horz 83500 8d Nail N 2 12 Y 2 2 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 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 7 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 7/16 - 3 Horz 83500 8d Nail N ? 12 Y 1,2 8 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 9 Both Struct Sh OSB 48/24 23/32 - 3 Horz 96000 16d Nall N 2 12 Y 2 10 Ext Structural I 24/16 5/16 - 3 Horz 35000 8d Nail N 4 12 Y 1 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 11 Ext Struct I 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 12 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 2 Structural sheath 48/24 23/32 - 3 Horz 31000 16d Nail N 2 12 Y 1,2 . 13 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 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 14 Ext -Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 Int Structural sheath 24/16 7/16 - 3 Horz 27000 8d Nail N 3 12 Y 15 Ext Structural sheath 24/16 7/16 - 3 Horz 27000 8d Nail N 4 12 Y 1,2,3 Int Gvp 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 under/ay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gybe — 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 nark 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 ? — Design for unknown parameter not performed for reasons given in notes below. 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 Species Grade b d Spcg SG E Standard Wall Grp in In in psi"6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 12 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan, 18, 2019 06:26:41 FRAMING MATERIALS and STANDARD WALL by WALL GROUP (continued) 4 Hem -Fir 4 Hem -Fir 5 D.Fir-L 6 Hem -Fir 7 Hem -Fir 8 Hem -Fir 8 Hem -Fir 9 D.Fir-L 10 Hem -Fir 11 Hem -Fir 12 Hem -Fir 13 Hem -Fir 14 Hem -Fir 15 Hem -Fir Legend: Wall Grp - 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. Stud Stud Stud Stud Stud Stud Stud Stud Stud Stud Stud Stud Stud Stud 1.50 5.50 • 16 0.43 1.20 1.50 5.50 16 0.43 1.20 Std. Wall 3 1.50 5.50 16 0.50 1.40 1.50 5.50 16 0.43 1.20 1.50 5.50 16 0.43 1.20 1.50 5,50 16 0.43 1.20 1.50 5.50 16 0.43 1.20 Std. Wall 2 1.50 5.50 16 0.50 1,40 1.50 5.50 16 0.43 1.20 1.50 5.50 16 0.43 1,20 1.50 5.50 16 0.43 1.20 1.50 5.50 16 0.43 1.20 1.50 5.50 16 0.43 1.20 1.50 5.50 16 0.43 1.20 Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. �� U�� x��=..°..��K��""= Tukwila Lot 3---mtmra/Ana|ymhgxmsw Jan. 18.2019 SNEARLINEWALL and OPENING DIMENSIONS North -south Type Wall ShearUnom Group u"e 1 Level Line z seg zu muzl 1-3 aeg zu Wall 1-7 ueo zo n^zz 1-5 sen m Wall 1-4 mow Wall 1-2 NSW n=o 1-6 mon Wall z'z xaw Wall 1-8 wun Level Line I oqg zz n^zl z-s oeu zz Wall 1-2 see 11 Wall 1-4 oce zz Wall 1-3 now Wall. 1-5 muw Wall 1-1 NSW Lovell Line z aeg s nazz 1-1 aeg » Line uevr/u Line z oeg o Wall o-z uen a Wall 2-1 uxv Wall z-z msw Line Lovell Line z oen Wall 3-1 oeo Line Lovv)3 Line * seo o W=zz ^-z xen « Wall u-z oen o uevo/a Line 4 oe9 * Wall 4-2 oen 4 Wall *-z wom Lv"e/l Line 4 a=m « Wall «-z aen * Line Lr°°|o Line s seg o ~all :-z xem n Wall 5-1 won Lrvmo Line s scn » Wall s-c aeo * °*zl 5-1 NSW Lewv|l Line » ncg zz °azz 5-2 aen 1, Wall 5-1 oen o Line Lev*/a Line a oeu » Wall s-z sen s Line Leve|3 Line -7 nee o Wall 7-1 oeg s Levo/c Line 7 sen 13 wazz 7'1 ueo zs Wall 7-2 oeo 13 Line 8 Location Extent [q Length pMS [tg X Ift] Start End 1111 Wind Seismic 0.00 0.00 0.00 0.00 «'»» 6.00 6.00 6.00 10.00 0.00 10,00 z*.so 15.00 15.00 zs.ou 15.00 15.00 15.00 ».»» 52.00 31.00 0.00 47.50 35.00 15.00 0.00 z».on 35.00 20.50 20.50 20.50 20.50 20.50 20,50 20.37 20.00 zosn 0.00 6.00 ».«» ».»» 6.00 uAo 0.00 28.00 0.00 23.00 0.00 23.00 uzoo 56.50 56.50 56.50 56.50 56.50 56.50 35.00 10.50 56.50 56.50 43.00 56.50 56.50 47.50 56.50 4.50 12.00 56.50 9.00 12.50 56,50 56.50 56.50 21.50 56.50 zz.so 6.00 56.50 22.00 6,00 5s.m 35.00 ,z,00 56.50 15.50 6.00 56.50 16.00 6.00 5e.»u zoo 21.00 56.50 56.50 37.00 14.00 56.50 56.50 56,50 56.50 9.50 9.50 0.00 ».»« *.su 9.50 0.00 0.00 zu'5o 10.50 10.50 10.50 16.50 4.50 12.00 9.00 9.00 0.00 zo'm *.m ze'oo 9.00 9.00 0.00 21.50 21.50 21'50 21.50 15.50 15.50 0.00 zs.ou 16.00 0.00 28.00 7.00 21.00 15.50 15.50 0.00 16.00 16.00 o.on 28.00 7.00 21.00 14.00 14.00 14.00 14.00 28.50 0.00 soso 56.50 5.00 5.00 28.50 52.00 «A» 23.50 38.50 57,00 5.00 56.50 34.00 52.00 us.:o 10.50 13.50 5.00 5.00 24.00 10.50 13.50 24.00 10.50 13.50 Height IN - - - _ 9.00 _ 9.00 - 9.00 - 9.00 - 9.00 - - - _ 9.00 - - 9,00 - WoodWorks@ TukmilaLmt3 LmtewaVAnmlyskamxsvv Jmn.18.2019 S*sAnums.WALL and OPENING DIMENSIONS (continued) Level a Line m Wall 8-4 Wall n-a vazz o-c w^o e-s Wall e-z Wall 8-7 Wall a-z Lovw 2 Line o Wall o-« Wall a-z Wall o-u wall o-a wall a-y wozl n-s Wall n-z wall e-7 nazz x-s Le°e 1 Line o Wall u-e Wall u-o Wall o-z Wall o-J Wall u-s nee aen oeg oe« mon mow mon mnn ue* oom oeg xey oev NSW muw NSW waw mow oeg oen aey NSW mow mon 15 is zs zs n o u n a 14 z« z« 40.00 40.00 40.00 «o.uo 40.00 «o.00 40.00 40.00 40.nn «o.un «o.00 40.00 40.00 «o.un 40.00 40.00 «o.00 40.00 40.00 40.00 40.00 40.00 :u.nn 40.00 n.on 56.50 19.00 zn.00 32.00 52,00 9.00 12.00 28.00 32.00 12.00 19.00 52.00 56.50 0.00 9.00 0.00 56.50 18.50 23.00 9.00 12.00 34.50 52.00 24.50 31.00 »z.00 56.50 12.00 18.50 0.00 9.00 31.00 34.50 z».on z^.on 0.00 56.50 9.00 12.00 19.00 52.00 0.00 9.00 zu`oo 29.00 52.00 56.50 56.50 9.00 20.00 3.00 4'00 ruo 4.50 9.00 56.50 4.50 3.00 17.50 6.50 4.50 6.50 9.00 zoo 1.50 56.50 3.00 33.00 9.00 7.00 ^.uu 29.00 32.00 9.00 9.00 20.00 20.00 0.00 3.00 0.00 o'oo 0.00 0.00 0.00 0.00 0.00 0.00 28.50 31.50 «.su *.sn 0.00 3.00 17.50 17.50 6.50 6.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0100 0.00 36.00 36.00 3.00 3.00 33.00 33.00 0.00 0.00 0.00 0.00 0.00 0.00 ».no - - - - - - - 9.00 - - - - - - - - - 9.00 - - - - - East -west Type Wall Lp=aun" Extent Ig Length Fwm[ft] Height Snnan|nes smvp vpq start End �g Wind a��m/� �� unwA ` L*ve1a Line x mam 0.00 0.00 40.00 40.00 0.00 0.00 9.00 Wall A-c waw 0.00 10.00 20.50 10.50 0.00 0.00 - Wall A-s moTR 0.00 20.50 40.00 19.50 n ou 0.00 - Wall A-1 NSW 0.00 0.00 10.00 10.00 0.00 0.00 - Lewxo Line A NSW n.uo 0.00 40.00 40uo 0.00 0.00 9,00 Wall u-1 mow 0.00 0.00 20.50 20.50 0.00 0.00 - Wall x-z NSW 0.00 20,50 oo.00 19.50 0.00 0.00 - Levn|1 Line A oeg 1 0.00 0.00 40.00 40.00 8.00 o.00 9.00 Wall A-3 ses 1 0.00 16.50 20.50 4.00 4.00 4.00 - , Wall A-1 oeg 1 0.00 0.00 «.uu 4.00 4.00 4.00 - Wall A-« muw 0.00 20.50 «o.uo 19.50 0.00 0.00 - Wall A-z maw 0.00 «.00 16.50 12.50 0.00 0.00 - Line L=vn|a Line a ne* s 6.00 0.00 40.00 ^o.nn 7.50 7.50 9.00 Wall e-z seo o 6.00 6.00 9.50 3.50 3.50 3.50 - Wall o-e nes 3 6.00 16.50 zo so *.on 4.00 4.00 - Levo u Line o oeo u 6.00 0.00 ^v.ou 40.00 10.50 Io.ou 9.00 wolz o-z xeg z 6.00 0.00 5.00 5.00 5.00 5.00 - Wall a-e seg c 6.00 15.00 20.50 5.50 s.»o 5.50 - Line Le°e|o Line c yeg s 9.50 0.00 40,00 «o.00 0,00 12.00 9.00 wall c-z oeg a 9.50 21.50 25.50 *.ao 0.00 «.ou - Wall c-s oeo a 9.50 36.00 40.00 «.00 o.00 4.00 - Wall o-o ses o 9.50 27.00 31.00 4.00 0.00 «.00 - Wall c-z man 9.50 20.50 21.50 1.00 0.00 0.00 - Wall c-» NSW 9.50 25.50 27.00 1.50 0.00 oAo - Wall c-s mow 9.50 31.00 36.00 ».uo . n'uo 0.00 - Leveiz Line u aeg 5 9.50 0.00 40.00 ^n.nn 0100 12.00 9.00 Wall o-a nao s 9.50 27.00 31.00 *.00 o.nn 4.00 - Wall c-c nes s 9.50 21.50 25.50 4.0e 0.00 «.00 - Wall c-s o°e s 9.50 36.00 40.00 4.00 0.00 4.00 - Wall c-w mow 9.50 »z.00 36.00 5.00 0.00 0.00 - Wall c-z NSW 9.50 20.50 zz.sn 1.00 0.00 0.00 - Levw/1 Line c oeo 4 9.50 0.00 40.00 ^o.ou 19.50 19.50 9.00 WoodW�.rks@ ShearwaUUs Tukwila Lot 3-Lateral Anwlys|mwmwv Jan.18.2019 SMEARUNE.WALL and OPENING DIMENSIONS (continued) nui� c-z -----�� y�so �zo�so oo�oo zo'nO 19.50 19.50 - - Line Level Line o a=9 o 15.00 0.00 40.00 40.00 *.00 4.00 9.00 Wall o-1 scn * 15.00 2.00 6.00 4.00 *.oV *.no - Line Levels Line o o=n » 21.50 0.00 40.00 «o.00 10.50 10.50 9.00 Wall o-1 see o 21.50 6.00 16�50 10'50 10.50 10.50 - Lwve|2 Line o ueg « 22.00 0.00 40A0 «o.on 8.00 8.00 e'ov wall o-1 opg o uz'nn 32.00 40.00 8.00 8.00 8.00 - Line ' Lmv, l Line r nep 7 24.50 o.no 40.00 40.00 10,00 10.00 9.00 wvlz r-z sog r xo'so 10.00 20.00 10.00 10,00 10.00 - Line Leve|z Lip* G orn o 27.00 0.00 40.00 40.00 11.50 11.50 9.00 Wall s-1 aen n 27.00 28.50 «o.ou 11'50 11.50 zz.»o - Line Le*e/a Line a spn n 35.00 0.00 40.00 40.00 11.50 11.50 9.00 Wall a-z oeg o 35.00 28.50 40.00 11'50 11.50 11.50 - uev,ll Line a o=q 7 s».on 0.00 «o.00 «o.uo 17.00 17.00 9.00 Wall u-z ueg 7 35.00 s.su uu.»o 17.00 17.00 17.00 - Line u*we|o Line z acg n 38.00 0.00 «o.no «u.no 8.00 6.00 9.00 Wall z-1 nes o 38.00 32.00 40.00 8.00 8.00 8.00 - Line La"e|a Line z scy s 41.50 0.00 4o.00 40.00 11.00 11.00 9.00 Wall z-z aey s 41.50 0.00 11.00 11.00 11.00 11.00 - unem Levels Line u org s 52'00 0.00 «o.no 40.00 16.00 16.00 9.00 wazz o-z aee o 52.00 0.00 4.50 4.50 4.50 *.uo - w°zz K-c sey s 52.00 9.00 15.00 6.00 6.00 *.00 - Wall n-4 oeg o 52.00 z«.so »o.00 5.50 5.50 5.50 - Wall n-o NSW 52.00 37.00 «n.00 3.00 0.00 0.00 - Wall x-u wsn 52.00 30.00 37A0 7.00 o.no 0.00 - Wall u-o NSW sz uo 15'00 2*.50 y.»u 0.00 0.00 - Levm2 Line K sen 6 52.00 0.00 40.00 *o.ou 10.50 13.50 9.00 oazz u-s seo o 52.00 25.00 31.00 6.00 6.00 o oo - Wall u-z aey o 52.00 15.00 1.9.50 4.50 4.50 4.50 - wall o-s ses * 52'00 37.00 40.00 ».ou 0.00 3.00 - Wall n-z NSW 52.00 19.50 25.00 s.»n n.nn 0.00 - Wall o-« wuw 52.00 31.00 37.00 6.00 0.00 0.00 - Lewe/l Line n oeo * 52.00 0.00 40.00 «o.uo 25.00 25.00 9.00 Wall x-z oee « 52.00 15.00 «o.ou 25.00 e5.00 zs-on - Line L Level 3 Line L seo 10 56.50 0.00 40.00 «o.00 9.50 9.50 9.00 w*zz z,» ocg m so'sn 19.00 28.50 9.50 9.50 9.50 - Wall L_z NSW 56'50 15.00 19.00 «.ou 0.00 0.00 - m"lz L-1 muw »o.so 0.00 15.00 15.00 0.00 0.00 - Wall L-« mom 56.50 28.50 40.00 11.50 0.00 0.00 - Lwve12 Line L oey u 56so 0.00 40.00 *o.ou 0.00 a.uu 9.00 Wall L_s seg s 56.50 11,00 15.00 4.00 0.00 4.00 - Wall L-z seu a 56.50 0.00 oAu *.un 0.00 *.00 - wazz L-z muw 56.50 *.00 11.00 7.00 0100 0.00 - Wall z,o NSW ss.m 15.00 40.00 25.00 0,00 0.00 - Lmvell Line L uen * 56.50 0.00 40.00 40.00 15.00 15.00 9.00 wa/z L_z oeg y 56.50 0.00 15.00 15.00 15.00 15.00 - Wall L-z NSW 56.50 15.00 4.0.00 25.00 0.00 0.00 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Legend: Type - Seg = segmented, Prf perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -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 ( WoodWorks® Shearwalls Tukwsla Lot -Late Analysis.wsw Jan. 18, 2 06:26:41 L-oads WIND SHEAR LOADS (as entered or generated) Level3 Block F Element Load Case Wnd Dr Surf Dir Prof Location [ft] Start End Magnitude [lbs,pff,psf] Start End Trib Ht vg Block 1 W Wall 1 W->E Wind Line 0.00 56.50 83.5 Block 1 W L Gable 2 W->E Wind Line 0.00 28.25 0.0 230.3 Block 1 W L Gable 1 W->E Wind Line 0.00 28.25 0.0 307.1 Block 1 W Wall 2 W->E Wind Line 0.00 56.50 62.7 Block 1 W L Gable Min W->E Wind Line 0.00 28.25 0.0 130.5 Block 1 W Wall Min W->E Wind Line 0.00 56.50 36.0 Block 1 W R Gable 1 W->E Wind Line 28.25 56.50 307.1 0.0 Block 1 W R Gable 2 W->E Wind Line 28.25 56.50 230.3 0.0 Block 1 W R Gable Min W->E Wind Line 28.25 56.50 130.5 0.0 Block 1 E L Gable Min W->E Lee Line 0.00 28.25 0.0 130.5 Block 1 E Wall 2 W->E Lee Line 0.00 56.50 39.9 Block 1 E L Gable 1 W->E Lee Line 0.00 28.25 0.0 192.6 Block 1 E L Gable 2 W->E Lee Line 0.00 28.25 0.0 144.4 Block 1 E Wall 1 W->E Lee Line 0.00 56.50 53.1 Block 1 E Wall Min W->E Lee Line 0.00 56.50 36.0 Block 1 E R Gable 2 W->E Lee Line 28.25 56.50 144.4 0.0 Block 1 E R Gable 1 W->E Lee Line 28.25 56.50 192.6 0.0 Block 1 E R Gable Min W->E Lee Line 28.25 56.50 130.5 0.0 Block 1 W Wall Min E->W Lee Line 0.00 56.50 36.0 Block 1 W Wall 2 E->W Lee Line 0.00 56.50 39.9 Block 1 W L Gable 2 E->W Lee Line 0.00 28.25 0.0 144.4 Block 1 W L Gable Min E->W Lee Line 0.00 28.25 0.0 130.5 Block 1 W L Gable 1 E->W Lee Line 0.00 28.25 0.0 192.6 Block 1 W Wall 1 E->W Lee Line 0.00 56.50 53.1 'Block 1 W R Gable 2 E->W Lee Line 28.25 56.50 144.4 0.0 Block 1 W . R Gable Min E->W Lee Line 28.25 56.50 130.5 0.0 Block 1 W R Gable 1 E->W Lee Line 28.25 56.50 192.6 0.0 Block 1 E Wall 2 E->W Wind Line 0.00 56.50 62.7 Block 1 E L Gable 2 E->W Wind Line 0.00 28.25 0.0 230.3 Block 1 E L Gable Min E->W Wind Line 0.00 28.25 0.0 130.5 Block 1 E Wall 1 E->W Wind Line 0.00 56.50 83.5 Block 1 E Wall Min E->W Wind Line 0.00 56.50 36.0 Block 1 E L Gable 1 E->W wind Line 0.00 28.25 0.0 307.1 Block 1 E R Gable 1 E->W Wind Line 28.25 56.50 307.1 0.0 Block 1 E R Gable 2 E->W Wind Line 28.25 56.50 230.3 0.0 Block 1 E R Gable Min E->W Wind Line 28.25 56.50 130.5 0.0 Block 1 5 Roof 2 S->N Wind Line -2.00 42.00 61.9 Block 1 S Roof Min S->N Wind Line -2.00 42.00 69.9 Block 1 S Roof 1 S->N Wind Line -2.00 42.00 82.5 Block 1 S Wall 2 S->N Wind Line 0.00 40.00 62.7 Block J. S Wall Min S->N Wind Line 0.00 40.00 36.0 Block 1 S Wall 1 S->N Wind Line 0.00 40.00 83.5 Block 1 N Roof 1 S->N Lee Line -2.00 42.00 247.5 Block 1 N Roof Min 5->N Lee Line -2.00 42.00 69.9 Block 1 N Roof 2 S->N Lee Line -2.00 42.00 185.6 Block 1 N Wall 2 S->N Lee Line 0.00 40.00 33.3 Block 1 N Wall Min S->N Lee Line 0.00 40.00 36.0 Block 1 N Wall 1 S->N Lee Line 0.00 40.00 44.4 Block 1 S Roof 1 N->S Lee Line -2.00 42.00 247.5 Block 1 S Roof Min N->S Lee Line -2.00 42.00 69.9 Block 1 S Roof 2 N->S Lee Line -2.00 42.00 185.6 Block 1 S Wall 2 N->S Lee Line 0.00 40.00 33.3 Block 1 S Wall Min N->S Lee Line 0.00 40.00 36.0 Block 1 S Wall 1 N->S Lee Line 0.00 40.00 44.4 Block 1 N Roof Min N->S Wind Line -2.00 42.00 69.9 Block 1 N Roof 2 N->S Wind Line -2.00 42.00 61.9 Block 1 N Roof 1 N->S Wind Line -2.00 42.00 82.5 Block 1 N Wall Min N->S Wind Line 0.00 40.00 36.0 Block 1 N wall 2 N->S Wind Line 0.00 40.00 62.7 Block 1 N Wall 1 N->S Wind Line 0.00 40.00 83.5 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) WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 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 corner 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 Trib 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 bad factor of 0.60 to wind loads before distributing them to the shearlines. 1. i i WoodWorksc Shearwalls Tukwila Lot a --Lateral Analysis.wsw Jan. 18, 2019 06:26:41 BUILDING MASSES (continued) Both Wall 1-1 Both Wall 1-2 Both Wall 1-3 Both Wall 1-4 Both Wall 1-5 Both Wall 1-6 Both Wall 1-7 Both Wall 1-8 Both Wall 2-1 Both Wall 2-2 Both Wall 2-3 Both Wall 4-1 Both Wall 4-2 Both Wall 5-1 Both Wall 5-2 Both Wall 6-1 Both Wall 7-1 Both Wall 8-1 Both Wall 8-2 Both Wall 8-3 Both Wall 8-4 Both Wall 8-5 Both Wall 8-6 Both Wall 8-7 Both Wall A-1 Both Wall A-2 Both Wall A-3 Both Wall B-1 Both Wall B-2 Both Wall C-1 Both Wall C-2 Both Wall C-3 Both Wall C-4 Both Wall C-5 Both Wall C-6 Both Wall D-1 Both Wall E-1 Both Wall H-1 Both Wall J-1 Both Wall K-1 Both Wall K-2 Both Wall K-3 Both Wall K-4 Both Wall K-5 Both Wa11 K-6 Both Wall L-1 Both Wall L-2 Both Wall L-3 Both Wall L-4 nTa 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 2 n/a 2 n/a 2 n/a 4 n/a 4 n/a n/a n/a 6 n/a 7 n/a 8 n/a 8 n/a 8 n/a 8 n/a 8 n/a 8 n/a 8 n/a A n/a A n/a A n/a B n/a B n/a C n/a C n/a C n/a C n/a C n/a C n/a n/a E n/a H n/a J n/a K n/a K n/a K n/a K n/a K n/a K n/a L n/a L n/a L n/a L Line 0.00 6.00 45.0 45.0 Line 6.00 15.00 45.0 45.0 Line 15.00 22.00 45.0 45.0 Line 22.00 24.00 45.0 45.0 Line 24.00 32.00 45.0 45.0 Line 32.00 38.50 45.0 45.0 Line 38.50 52.00 45.0 45.0 Line 52.00 56.50 45.0 45.0 Line 0.00 6.00 27.0 27.0 Line 6.00 15.50 27.0 27.0 Line 15.50 21.50 27.0 27.0 Line 31.00 43.00 27.0 27.0 Line 52.00 56.50 27.0 27.0 Line 0.00 6.00 27.0 27.0 Line 6.00 21.50 27.0 27.0 Line 23.00 37.00 27.0 27.0 Line 52.00 57.00 27.0 27.0 Line 0.00 9.00 45.0 45.0 Line 9.00 12.00 45.0 45.0 Line 12.00 19.00 45.0 45.0 Line 19.00 28.00 45.0 45.0 Line 28.00 32.00 45.0 45.0 Line 32.00 52.00 45.0 45.0 Line 52.00 56.50 45.0 45.0 Line 0.00 10.00 45.0 45.0 Line 10.00 20.50 45.0 45.0 Line 20.50 40.00 45.0 45.0 Line 6.00 9.50 27.0 27.0 Line 16.50 20.50 27.0 27.0 Line 20.50 21.50 27.0 27.0 Line 21.50 25.50 27.0 27.0 Line 25.50 27.00 27.0 27.0 Line 27.00 31.00 27.0 27.0 Line 31.00 36.00 27.0 27.0 Line 36.00 40.00 27.0 27.0 Line 2.00 6.00 27.0 27.0 Line 6.00 16.50 27.0 27.0 Line 28.50 40.00 27.0 27.0 Line 0.00 11.00 27.0 27.0 Line 0.00 4.50 27.0 27.0 Line 9.00 15.00 27.0 27.0 Line 15.00 24.50 27.0 27.0 Line 24.50 30.00 27.0 27.0 Line 30.00 37.00 27.0 27.0 Line 37.00 40.00 27.0 27.0 Line 0.00 15.00 45.0 45.0 Line 15.00 19.00 45.0 45.0 Line 19.00 28.50 45.0 45.0 Line 28.50 40.00 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 fine 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 Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SEISMIC LOADS Level 3 Force Dir Profile Location [ft] Start End Mag [lbstplf,psf] Start End E-W Line -2.00 0.00 176.8 176.8 E-W Point 0.00 0.00 278 278 E-W Line 0.00 6.00 236.1 246.8 E-W Point 6.00 6.00 31 31 E-W Line 6.00 9.00 246.8 252.2 E-W Line 9.00 12.00 252.2 257.5 E-W Point 9.50 9.50 81 81 E-W Line 12.00 15.00 257.5 262.9 E-W Point 15.00 15.00 17 17 E-W Line 15.00 15.50 262.9 263.8 E-W Line 15.50 19.00 263.8 270.0 E-W Line 19.00 21.50 270.0 274.5 E-W Point 21.50 21.50 44 44 E-W Line 21.50 22.00 266.1 267.0 E-W Line 22.00 23.00 267.0 268.8 E-W Line 23.00 24.00 273.0 274.8 E-W Line 24.00 28.00 274.8 281.9 E-W Line 28.00 28.25 281.9 262.3 E-W Line 28.25 31.00 282.3 277.4 E-W Line 31.00 32.00 281.6 279.8 E-W Line 32.00 37.00 279.8 270.9 E-W Point 35.00 35.00 48 48 E-W Line 37,00 38.50 266.7 264.1 E-W Line 38.50 43.00 264.1 256.0 E-W Point 41.50 41.50 46 46 E-W Line 43.00 52.00 251.8 235.8 E-W Point 52.00 52.00 148 148 E-W Line 52.00 56.50 244.1 236.1 E-W Point 56.50 56.50 278 278 E-W Line 56.50 57.00 180.9 180.9 E-W Line 57.00 58.50 176.8 176.8 N-S Line -2.00 0.00 243.1 243.1 N-S Point 0.00 0.00 1105 1105 N-S Line 0.00 2.00 317.7 317.7 N-S Line 2.00 4.50 321.9 321.9 N-S Line 4.50 6.00 317.7 317.7 N-S Point 6.00 6.00 90 90 N-S Line 6.00 9.00 321.9 321.9 N-S Line 9.00 9.50 326.0 326.0 N-S Line 9.50 10.00 321.9 321.9 N-S Line 10.00 11.00 321.9 321.9 N-S Line 11.00 15.00 317.7 317.7 N-S Point 15.00 15.00 69 69 N-S Line 15.00 16.50 317.7 317.7 N-S Line 16.50 19.00 317.7 317.7 N-S Line 19.00 20.50 317.7 317.7 N-S Point 20.50 20.50 90 90 N-S Line 20.50 21.50 317.7 317.7 N-S Line 21.50 24.50 317,7 317.7 N-S Point 23.00 23.00 56 58 14-5 Line 24.50 25.50 317.7 317.7 N-S Line 25.50 27.00 317.7 317.7 N-S Line 27.00 28.50 317.7 317.7 N-S Point 28.50 28.50 21 21 N-S Line 28.50 30.00 321.9 321.9 N-S Line 30.00 31.00 321.9 321.9 N-S Line 31.00 36.00 321.9 321.9 N-S Line 36.00 37.00 321.9 321.9 N-S Line 37.00 40.00 321.9 321.9 N-S Point 40.00 40.00 1105 1105 N-S Line 40.00 42.00 243.1 243.1 Level 2 Force Profile Location n Mag [lbs,p1f,psf] Dir Start End Start End E-W Point D.00 0.00 193 193 E-W Line 0.00 6.00 12.5 12.5 E-w Point 6.00 6.00 22 22 E-w Line 6.00 9.00 12.5 12.5 WoodWorks® S hearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SEISMIC LOADS (continued) E-W Line 9.00 12,00 E-W Point 9.50 9.50 E-W Line 12.00 15.00 E-W Point 15.00 15.00 E-W Line 15.00 19.00 E-W Line 19.00 21.50 E-W Point 21.50 21.50 E-W Line 21.50 22.00 E-W Line 22.00 24.00 E-W Line 24.00 28.00 E-W Line 28.00 31.00 E-W Line 31.00 32.00 E-W Line 32.00 38.50 E-W Point 35.00 35.00 E-W Line 38.50 43.00 E-W Point 41.50 41.50 E-W Line 43.00 52.00 E-W Point 52.00 52.00 E-W Line 52.00 56.50 E-W Point 56.50 56.50 E-W Line 56.50 57.00 12.5 56 12.5 1597 12.5 12.5 30 9.6 9.6 9.6 9.6 12.5 12.5 2800 12.5 2210 9.6 103 15.4 193 2.9 12.5 56 12.5 1597 12.5 12.5 30 9.6 9.6 9.6 9.6 12.5 12.5 2800 12.5 2210 9.6 103 15.4 193 2.9 N-S Point 0.00 0.00 272 272 N-S Line 0.00 4.50 12.5 12.5 N-S Line 4.50 6.00 9.6 9.6 N-S Point 6.00 6.00 2494 2494 N-S Line 6.00 9.00 15.4 15.4 N-S Line 9.00 9.50 18.3 18.3 N-S Line 9.50 10.00 15.4 15.4 N-S Line 10.00 15.00 15.4 15.4 N-S Point 15.00 15.00 48 48 N-S Line 15.00 16.50 15.4 15.4 N-S Line 16.50 19.00 15.4 15.4 N-S Line 19.00 20.50 15.4 15.4 N-S Point 20.50 20.50 62 62 N-S Line 20.50 21.50 15.4 15.4 N-S Line 21.50 24.50 15.4 15.4 N-S Point 23.00 23.00 1329 1329 N-S Line 24.50 25.50 15.4 15.4 N-S Line 25.50 27.00 15.4 15.4 N-S Line 27.00 28.50 15.4 15.4 N-S Point 28.50 28.50 14 14 N-S Line 28.50 30.00 15.4 15.4 N-S Line 30.00 31.00 15.4 15.4 N-S Line 31.00 36.00 15.4 15.4 N-S Line 36.00 37.00 15.4 15.4 N-S Line 37.00 40.00 15.4 15.4 N-S Point 40.00 40.00 272 272 Level 1 Force Profile Location [ft] Mag (lbs,Plf,Psf) Dir Start End Start End E-W Point 6.00 6.00 2859 2859 E-W Point 21.50 21.50 3618 3618 E-W Point 27.00 27.00 847 847 E-W Point 38.00 38.00 3840 3840 N-S Point 28.50 28.50 3325 3325 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 toads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 Design Summary 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 All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. 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). 1. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3---Lateral Analysis.wsw Level 1 of 3 c•I CO WoodWorks® Shearwalls 10.31 L-1 2510 3362 H-1 • L-2 K-1 Jan. 17, 2019 23:43:07 co 4105 F- • 48 in Fr 2290 • 11 • la • to I 71; A-2 A-3 — Factored shearline force (lbs) • Factored holddown force (lbs) • C Compression force exists ▪ Vertical element required Loads Shown: W; Forws! 0,6W 400.6D. • • C-1 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' CO 10' I CV A-4 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) 10' 15' 20' 25' 30' 40. 5' 0' -5' -10' -15' WoodWorks® Shearwafs SOFTWARE FOR WOOD DESIGN Tukwila Lot 3—Lateral Analysis.wsw Level 2 of 3 WoodWorks® Shearwalls 10.31 1111111111 L-1 L-2 1835 M 0 0 892 4282 ■ d Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forc@ts: 0,6W +0,6D. a K-2 lc' Jan. 17, 2019 23:43:07 K- •G I r 0 till Unfactored applied shear Toad (plf) Unfactored dead Toad (plf,lbs) C-O Unfactored uplift wind load (pif,ibs) --1I Applied point load or discontinuous shearline force (Ibs) 5' 10' 15' 20' 25' 30' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3—Lateral Analysis.wsw Level 3 of 3 390.7 - 83.5 83.5 - 390.7 L 82. 247.;) WoodWorks® Shearwalls 10.31 291.8 ,winEns 0 a) to "5! CV II CO 0) Cl A- A-3 1111 II 11111166101 11111 111111 1 Jan. 17, 2019 23:43:07 A47.5 Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads ShothW W; Foqes: 0.61#+ 0.60.5' 2.5 245.7 - 53.1 53.1 - 245.7 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' Unfactored applied shear load (pif) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 15' 20' 25' 30' 35' 40' 45' 50' 55' WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir HIW-Cub 1m Ext ASD Shear Force [pit] Villas] vmax v Int Allowable Shear [plfj Ext Co C Total V [Ibs] Crit.' Resp. Line 1 Level 3 Ln1, Lev3 10 Both 1.0 1.0 1660 - 120.8 125 391 1.00 A 516 14695 0.23 Wall 1-3 10 Both 1.0 1.0 0 125 391 1.00 516 3609 - S Wall 1-7 10 Both 1.0 1.0 1631 120.8 120.8 125 391 1.00 516 6961 0.235 Wall 1-5 10 Both 1.0 1.0 29 3.7 3.7 125 391 1.00 516 4125 0.015 Level 2 Lnl, Lev2 11 Both 1.0 1.0 4043 - 183.8 125 716 1.00 A 841 28177 0.22 Wall 1-6 11 Both 1.0 1.0 4043 183.8 183.8 125 716 1.00 841 18504 0.22 Wall 1-2 11 Both 1.0 1.0 0 125 716 1.00 841 4206 - Wall 1-4 11 Both 1.0 1.0 0 125 716 1.00 841 5467 - Level 1 Lnl, Levl 3 Both 1.0 1.0 4043 71.6 71.6 833 833 1.00 X 1667 94161 0.04 Line 2 Level 3 Ln2, Lev3 8 Both 1.0 1.0 2426 255.3 255.3 125 638 1.00 A 763 7248 0.33 Line4 Ln4, Lev3 8 Both 1.0 1.0 1992 166.0 125 638 1.00 A 763 12589 0.22 Wall 4-2 8 Both 1.0 1.0 0 125 638 1.00 763 3433 - Wall 4-1 8 Both 1.0 1.0 1992 166.0 166.0 125 638 1.00 763 9156 0.22 Level 2 Ln4, Lev2 4 Both 1.0 1.0 3017 335.2 335.2 833 833 1.00 A 1667 14999 0.20 Level 1 Ln4, Levl 4 Both 1.0 1.0 3017 140.3 140.3 833 833 1.00 A 1667 35831 0.08 Line 5 Level 3 Ln5, Lev3 8 Both 1.0 1.0 1099 70.9 70.9 125 638 1.00 A 763 11826 0.09 Level 2 Ln5, Lev2 6 Both 1.0 1.0 1854 115.9 115.9 125 833 1.00 A 958 15332 0.12 Level 1 Ln5, Levl 12^ Both 1.0 1.0 4482 - 213.4 1133 833 1.00 X 1667 46664 0.13 Wall 5-2 12 Both 1.0 1.0 0 1133 833 1.00 1667 11666 - Wall 5-1 12^ Both 1.0 1.0 4482 213.4 213.4 1133 833 1.00 1667 34998 0.13 Line6 Level 3 Ln6, Lev3 3 Both 1.0 1.0 1099 78.5 78.5 833 833 1.00 X 1667 23332 0.05 Line 7 Ln7, Lev3 3 Both 1.0 1.0 2357 471.4 471.4 833 833 1.00 X 1667 8333 0.28 Level 2 Ln7, Lev2 13 Both 1.0 1.0 2953 - 218.4 339 833 1.00 X 833 19999 0.26 Wall 7-1 13 Both 1.0 1.0 5 0.4 0.4 339 833 1.00 833 8749 0.00 Wall 7-2 13 Both 1.0 1.0 2948 218.4 218.4 339 833 1.00 833 11249 0.26 Line 6 Level 3 Ln8, Lev3 15 Both 1.0 1.0 2688 - 134.4 125 495 1.00 A 620 17973 0.22 Wall 8-4 15 Both 1.0 1.0 0 125 495 1.00 620 5578 - Wall 8-6 15 Both 1.0 1.0 2688 134.4 134.4 125 495 1.00 620 12395 0.22 Wall 8-2 15 Both 1.0 1.0 0 125 495 1.00 620 - - Level 2 Ln8, Lev2 8 Both 1.0 1.0 2688 - 153.6 125 638 1.00 A 763 21745 0.20 Wall 8-4 8 Both 1.0 1.0 0 125 638 1.00 763 3433 - Wall 8-2 8 Both 1.0 1.0 0 125 638 1.00 763 - _ Wall 8-8 8 Both 1.0 1.0 2688 153.6 153.6 125 638 1.00 763 13352 0.20 Wall 8-6 8 Both 1.0 1.0 0 125 638 1.00 763 4959 - Level 1 Ln8, Levl 14 Both 1.0 1.0 4813 - 145.8 638 638 1.00 x 1276 45935 0.11 Wall 8-2 14 Both 1.0 1.0 0 638 638 1.00 1276 3828 - Wall 8-4 14 Both 1.0 1.0 4813 145.8 145.8 638 638 1.00 1276 42107 0.11 E-W W For HNV-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V ilbs1 vmax v Int Ext Co C Total V ribs] Resp. Line A Level 1 LnA, Levl Wall A-3 1^ 1" Both Both 1.0 1.0 1.0 1.0 3317 - 1659 414,7 414.7, 414.7 1216 1218 1218 1218 1.00 A 1.00 2436 2436 19488 9744 0.17 0.17 WoodWorkse Shearwalls Tukwila Lot 3-Lateral Anatysis.wsw Jan. 18, 2019 06:26:41 SHEAR RESULTS (flexible wind design, continued Wall A-1 Line B Level 3 LnB, Lev3 Wall B-1 Wall B-2 Level 2 1 3 3 3 Both Both Both Both 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1659 2217 205 2011 414.7 - 58.6 502.9 414.7 502.9 58.6 502.9 1218 833 833 833 1218 833 833 833 1.00 1.00 1.00 1.00 X 2436 1667 1667 1667 9744 12499 5833 6666 0.17 0.30 0.04 0.30 LnB, Lev2 2^ W->E 1.0 1.0 4446 - 593.1 1003 1003 1.00 A 2005 21053 0.30 2^ E->W 1.0 1.0 4446 - 585.6 1003 1003 1.00 A 2005 21053 0.29 Wall B-1 2 W->E 1.0 1.0 1183 236.7 236.7 1003 1003 1.00 2005 10025 0.12 2 E->W 1.0 1.0 1225 245.0 245.0 1003 1003 1.00 2005 10025 0.12 Wall B-2 2^ W->E 1.0 1.0 3262 593.1 593.1 1003 1003 1.00 2005 11028 0.30 2^ E->W 1.0 1.0 3221 585.6 585.6 1003 1003 1.00 2005 11028 0.29 Line C Level 1 LnC, Levl 4 Both 1.0 1.0 6117 313.7 313.7 833 833 1.00 A 1667 32498 0.19 Line D Level 3 LnD, Lev3 4 Both 1.0 1.0 2154 538.4 538.4 833 833 1.00 A 1667 6666 0.32 Line E LnE, Lev3 3 Both 1.0 1.0 3269 311.3 311.3 833 833 1.00 X 1667 17499 0.19 Level 2 LnE, Lev2 4^ Both 1.0 1.0 5060 632.5 632.5 833 833 1.00 A 1667 13332 0.38 Line F Level 1 LnF, Levl 7^ Both 1.0 1.0 5220 522.0 522-.0 690 833 1.00 X 1380 13801 0.38 Line G Level 2 LnG, Lev2 8 Both 1.0 1.0 1101 95.8 95.8 125 638 1.00 A 763 8774 0.13 Line H Level 3 Lnii, Lev3 8 Both 1.0 1.0 3269 284.3 284.3 125 638 1.00 A 763 8774 0.37 Level 1 LnH, Levl 7 Both 1.0 1.0 7015 412.6 412.6 690 833 1.00 X 1380 23462 0.30 Line I Level 2 LnI, Lev2 Both 1.0 1.0 5225 653.1 653.1 125 638 1.00 A 763 6104 0.86 Line J Level 3 LnJ, Lev3 3 Both 1.0 1.0 2290 208.2 208.2 833 833 1.00 X 1667 18332 0.12 Line K LnK, Lev3 6 Both 1.0 1.0 1740 - 177.3 125 833 1.00 A 958 15332 0.18 wall K-1 6 Both 1.0 1.0 0 125 833 1.00 958 4312 - Wall K-2 6 Both 1.0 1.0 1064 177.3 177.3 125 833 1.00 958 5750 0.18 Wall K-4 6 Both 1.0 1.0 676 122.9 122.9 125 833 1.00 958 5271 0.13 Level 2 LnK, Lev2 6' Both 1.0 1.0 3653 - 526.5 125 833 1.00 A 958 10062 0.55 Wall K-3 6^ Both 1.0 1.0 3159 526.5 526.5 125 833 1.00 958 5750 0.55 Wall K-1 6 Both 1.0 1.0 494 109.7 109.7 125 833 1.00 958 4312 0.11 Wall K-5 6 Both 1.0 1.0 0 125 833 1.00 958 - - Level 1 LnK, Levl 4 Both 1.0 1.0 5769 230.8 230.8 833 833 1.00 A 1667 41664 0.14 Line L Level 3 LnL, Lev3 10 Both 1.0 1.0 372 39.1 39.1 125 391 1.00 A 516 4898 0.08S Legend: Unless otherwise noted, he value in the table for a shearline is the one for wall an 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. "^" 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. 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, divaied 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. WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 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. 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 Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Line- Wall Posirn Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [Ibs] Dead Uplift Cmb'd Cap Hold-down fibsi Crit Resp. Line 1 1-1 L End 0.00 0.12 2 647 647 1107 ^6600 0.10 V Elem 0.00 24.13 2 91 91 Refer to upper level V Elem 0.00 31.88 2 91 91 Refer to upper level V Elem 0.00 34.63 2 1673 1673 Refer to upper level V Elem 0.00 38.63 2 1907 1907 Refer to upper level V Elem 0.00 51.88 2 1907 1907 Refer to upper level 1-1 R End 0.00 56.38 2 2320 2320 HD7 ^6600 0.35 Line 2 v Elem 6.00 6.13 2 2360 2360 Refer to upper level V Elem 6.00 15.38 2 2360 2360 Refer to upper level Line 4 V Elem 15.00 31.13 1 1526 1526 Refer to upper level 4-1 L End 15.00 35.12 2 1278 1278 HD19(1-1/4 ^19360 0.07 V Elem 15.00 42.88 1 1526 1526 Refer to upper level V Elem 15.00 47.63 2 3103 3103 Refer to upper level 4-1 R End 15.00 56.38 2 4361 4381 HD19(1-1/4 ^19360 0.23 Line 5 5-1 L End 20.50 0.12 2 1944 1944 HD19(1-1/4 ^19360 0.10 V Elem 20.50 6.13 1 1708 1708 Refer to upper level 5-1 R End 20.50 20.88 2 1944 1944 8D19(1-1/4 ^19360 0.10 V Elem 20.50 21.38 1 649 649 Refer to upper level V Elem 20.50 21.68 1 1060 1060 Refer to upper level Line 6 V Elem 23.00 23.13 1 719 719 Refer to upper level V Elem 23.00 36.88 1 719 719 Refer to upper level Line 7 V Elem 28.50 23.63 2 4 4 Refer to upper level V Elem 28.50 33.87 2 4 4 Refer to upper level v Elem 28.50 38.63 2 2003 2003 Refer to upper level V Elem 28.50 51.88 2 2003 2003 Refer to upper level V Elem 28.50 52.13 2 4466 4466 Refer to upper level V Elem 28.50 56.88 2 4466 4466 Refer to upper level Line 8 8-4 L End 40.00 19.12 2 1323 1323 HD9 ^8810 0.15 V Elem 40.00 32.13 2 2364 2364 Refer to upper level V Elem 40.00 34.63 2 1402 1402 Refer to upper level 8-4 R End 40.00 51.88 2 5089 5089 HD9 -8810 0.58 Line A A-1 L End 0.12 0.00 2 3981 3981 HD9 ^8810 0.45 A-1 R End 3.88 0.00 2 3981 3961 HD9 ^8810 0.45 A-3 L End 16.62 0.00 2 3981 3981 HD9 '8810 0.45 A-3 R End 20.37 0.00 2 3981 3981 HD9 -8810 0.45 Line B V Elem 0.12 6.00 2 2242 2242 Refer to upper level V Elem 4_88 6.00 2 2321 2321 Refer to upper level v Elem 6.13 6.00 2 568 568 Refer to upper level V Elem 9.38 6.00 2 568 568 Refer to upper level V Elem 15.13 6.00 2 5592 5592 Refer to upper level V Elem 16.62 6.00 2 4828 4828 Refer to upper level V Elem 20.37 6.00 2 10349 10349 Refer to upper level Line C C-1 L End 20.63 9.50 2 2860 2860 HD19(1-1/4 ^19360 0.15 C-1 R End 39.88 9.50 2 2860 2860 110190-1/4 "19360 0.15 Line D v Elem 2.13 15.00 2 5169 5169 Refer to upper level v Elem 5.88 15.00 2 5169 5169 Refer to upper level Line E v Elem 6.13 21.50 1 2870 2870 Refer to upper level V Elem 16.38 21.50 1 2870 2870 Refer to upper level V Elem 32.13 22.00 2 5876 5876 Refer to upper level V Elem 39.88 22.00 2 5876 5876 Refer to upper level Line F F-1 L End 10.13 24.50 2 4818 4818 HD19(1-1/4 "19360 0.25 F-1 R End 19.88 24.50 2 4818 4818 HD19(1-1/4 "19360 0.25 Line G V Elem 28.63 27.00 2 881 881 Refer to upper level V Elem 39.88 27.00 2 881 881 Refer to upper level Line H H-1 L End 3.63 35.00 2 3769 3769_15019(1-1/4 ^19360 0.19 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN ( flexible wind design, continued) H-1 Line 1 Line J Line K K-1 K-1 Line L R End V Elem V Elem v Elem V Elem V Elem V Elem V Elem V Elem L End V Elem V Elem V Elem V Elem v Elem R End V Elem V Elem 20.37 28.63 39.88 32.13 39.88 0.12 10.88 9.13 14.88 15.13 19.38 24.63 25.13 29.88 30.88 39.88 19.12 28.38 35.00 35.00 35.00 38.00 38.00 41.50 41.50 52.00 52.00 52.00 52.00 52.00 52.00 52.00 52.00 52.00 56.50 56.50 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3769 2615 2615 6067 6067 1917 1917 1665 1665 3144 1046 1159 4944 1159 4944 2098 361 361 3769 2615 2615 6067 6067 1917 1917 1665 1665 3144 1046 1159 4944 1159 4944 2098 361 361 HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level Refer co 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 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 0.19 0.16 0.11 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force Ps] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ilbsi Resp. Linel V Elem 0.00 24.13 2 91 91 Refer to upper level V Elem 0.00 31.88 2 91 91 Refer to upper level 1-6 L End 0.00 34.63 2 1673 1673 HD5 2405 0.70 V Elem 0.00 38.63 2 1907 1907 Refer to upper level V Elem 0.00 51.88 2 1907 1907 Refer to upper level 1-6 R End 0.00 56.38 2 1673 1673 HD5 2405 0.70 Line 2 V Elem 6.00 6.13 2 2360 2360 Refer to upper level v Elem 6.00 15.38 2 2360 2360 Refer to upper level Line 4 V Elem 15.00 31.13 1 1526 1526 Refer to upper level V Elem 15.00 42.68 1 1526 1526 Refer to upper level 4-2 L End 15.00 47.63 2 3103 3103 8012 ^11775 0.26 4-2 R End 15.00 56.38 2 3103 3103 HD12 ^11775 0.26 Line 5 5-2 L End 20.50 6.13 1 1708 1708 HD7 6600 0.26 V Elem 20.50 21.36 1 649 649 Refer to upper level 5-2 R End 20.50 21.88 1 1060 1060 HD7 6600 0.16 Line 6 v Elem 23.00 23.13 1 719 719 Refer to upper level V Elem 23.00 36.88 1 719 719 Refer to upper level Line 7 7-1 L End 28.50 23.63 2 4 4 HD9 8810 0.00 7-1 R End 28.50 33.87 2 4 4 HD9 8810 0.00 7-2 L End 28.50 38.63 2 2003 2003 609 8810 0.23 7-2 R End 28.50 51.88 2 2003 2003 HD9 8810 0.23 V Elem 28.50 52.13 2 4466 4466 Refer to upper level V Elem 28.50 56.88 2 4466 4466 Refer to upper level Line 8 V Elem 40.00 32.13 2 2364 2364 Refer to upper level 8-8 L End 40.00 34.63 2 1402 1402 HD7 ^6600 0.21 8-8 R End 40.00 51.88 2 3766 3766 HD7 ^6600 0.57 Line El B-1 L End 0.12 6.00 2 2242 2242 HD19 (1-1/ ^16735 0.13 B-1 R End 4.88 6.00 2 2321 2321 HD19 (1-1/ ^16735 0.14 V Elem 6.13 6.00 2 568 568 Refer to upper level V Elem 9.38 6.00 2 568 568 Refer to upper level B-2 L End 15.13 6.00 2 5592 5592 HD19 (1-1/ '167,35 0.33 V Elem 16.62 6.00 2 4828 4828 Refer to upper level B-2 R End 20.37 6.00 2 10349 10349 HD19 (1-1/ ^16735 0.62 Line D v Elem 2.13 15.00 2 5169 5169 Refer to upper level V Elem 5,88 15.00 2 5169 5169 Refer to upper level Line E V Elem 6.13 21.50 1 2870 2870 Refer to upper level v Elem 16.38 21.50 1 2870 2870 Refer to upper level E-1 L End 32.13 22.00 2 5876 5876 HD19(1-1/4 ^19360 0.30 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN ( flexible wind design, continued) E-1 Line G G-1 G-1 Line H Line! 1-1 I-1 LineJ LineK K-1 K-1 K-3 K-3 Line L ' R End L End R End V Elem V Elem L End R End V Elem V Elem V Elem V Elem L End R End V Elem L End V Elem R End V Elem V Elem 39.88 28.63 39.88 28.63 39.88 32.13 39.88 0.12 10.88 9.13 14.88 15.13 19.38 24.63 25.13 29.88 30.88 19.12 28.38 22".00 27.00 27.00 35.00 35.00 38.00 38.00 41.50 41.50 52.00 52.00 52.00 52.00 52.00 52.00 52.00 52.00 56.50 56.50 2 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 5876 881 881 2615 2615 6067 6067 1917 1917 1665 1665 1046 1046 1159 4944 1159 4944 361 361 58/6 881 881 2615 2615 6067 6067 1917 1917 1665 1665 1046 1046 1159 4944 1159 4944 361 361 HD19(1-1/4 ^1-3J60 HD12 "11775 HD12 ^11775 Refer to upper level Refer to upper level HD12 ^11775 HD12 "11775 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 HD12 "11775 Refer to upper level HD12 "11775 Refer to upper level Refer to upper level 0.30 0.07 0.07 0.52 0.52 0.05 0.05 0.42 0.42 Level 3 TensileASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-5 L End 0.00 24.13 2 91 91 HD5 2405 0.04 1-5 R End 0.00 31.88 2 91 91 HD5 2405 0.04 1-7 L End 0.00 38.63 2 1907 1907 HD5 2405 0.79 1-7 R End 0.00 51.88 2 1907 1907 HD5 2405 0.79 Line 2 2-2 L End 6.00 6.13 2 2360 2360 HD7 ^6600 0.36 2-2 R End 6.00 15.38 2 2360 2360 HD7 ^6600 0.36 Line 4 4-1 L End 15.00 31.13 1 1526 1526 HD7 ^6600 0.23 4-1 R End 15.00 42.88 1 1526 1526 HD7 "6600 0.23 Line 5 5-2 L End 20.50 6.13 1 649 649 HD7 6600 0.10 5-2 R End 20.50 21.38 1 649 649 HD7 6600 0.10 Line 6 6-1 L End 23.00 23.13 1 719 719 HD19 (1-1/ ^16735 0.04 6-1 R End 23.00 36.88 1 719 719 HD19 (1-1/ ^16735 0.04 Line 7 7-1 L End 28.50 52.13 2 4466 4466 HD19 (1-1/ "16735 0.27 7-1 R End 28.50 56.88 2 4466 4466 HD19 (1-1/ "16735 0.27 Line 8 8-6 L End 40.00 32.13 2 2364 2364 HD9 ^8810 0.27 8-6 R End 40.00 51.88 2 2364 2364 HD9 ^8810 0.27 Line B 11-1 L End 6.13 6.00 2 568 568 HD19 (1-1/ ^16735 0.03 B-1 R End 9.38 6.00 2 568 568 HD19 (1-1/ ^16735 0.03 14-2 L End 16.62 6.00 2 4828 4828 HD19 (1-1/ "16735 0.29 B-2 R End 20.37 6.00 2 4827 4827 HD19 (1-1/ ^16735 0.29 Line D 0-1 L End 2.13 15.00 2 5169 5169 11019(1-1/4 "19360 0.27 14-1 R End 5.88 15.00 2 5169 5169 11019(1-1/4 ^19360 0.27. Line E E-1 L End 6.13 21.50 1 2870 2870 HD19 (1-1/ "16735 0.17 E-1 R End 16.38 21.50 1 2870 2870 HD19 (1-1/ "16735 0.17 Line H H-1 L End 28.63 35.00 1 2615 2615 HD7 ^6600 0.40 H-1 R End 39.88 35.00 1 2615 2615 HD7 ^6600 0.40 Line J J-1 L End 0.12 41.50 2 1917 1917 HD19 (1.-1/ ^16735 0.11 J-1 R End 10.88 41.50 2 1917 1917 HD19 (1-1/ "16735 0.11 Line K 14-2 L End 9.13 52.00 2 1665 1665 HD7 ^6600 0.25 K-2 R End 14.88 52.00 2 1665 1665 HD7 ^6600 0.25 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN ( flexible wind design, continued) K-4 L End 24.63 52.00 K-4 R End 29.88 52.00 2 Line L L-3 L End 19.12 56.50 2 L-3 R End 28.38 56.50 2 2 1159 1159 361 361 1159 1159 361 361 HD7 • HD7 6600 0.18 6600 0.18 HD2A 1900 0.19 HD2A 1900 0.19 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit - 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 Load Case - Results are for critical load case: ASCE 7A11 Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or 8 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 far ASO 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 Grit Resp, - Critical Response = Combined ASD force / Allowable ASD tension load WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 DRAG STRUT FORCES ( flexible wind design) Level 1 Line- Wall Position on Wail or Opening Location [ft] X Y Load Case Drag Strut Force [Ibs] -> <- Line 4 4-1 Left Wall End 15.00 35.00 1 1869 1869 Line 5 5-1 Right Wall End 20.50 21.00 1 2816 2816 Line 8 8-4 Left Wall End 40.00 19.00 1 1619 1619 8-4 Right Wall End 40.00 52.00 1 383 383 LineA A-1 Right Wall End 4.00 0.00 1 1327 1327 A-3 Left Wall End 16.50 0.00 1 290 290 A-3 Right Wall End 20.50 0.00 1 1617 1617 Line C C-1 Left Wall End 20.50 9.50 1 3135 3135 Line F F-1 Left Wall End 10.00 24.50 1 1305 1305 F-1 Right Wall End 20.00 24.50 1 2610 2610 Line H H-1 Left Wall End 3.50 35.00 1 614 614 H-1 Right Wall End 20.50 35.00 1 3420 3420 Line K K-1 Left Wall End 15.00 52.00 1 2163 2163 Level 2 Drag Strut Line- Position on Wail Location [ft] Load Force [Ibs] Wail or Opening X Y Case -> <- Line 1 1-6 Left Wall End 0.00 34.50 1 2469 2469 Line4 4-2 Left Wall End 15.00 47.50 1 2537 2537 Line 5 5-2 Left Wall End 20.50 6.00 1 197 197 5-2 Right Wall End 20.50 22.00 1 1132 1132 Line 7 7-1 Left Wall End 28.50 23.50 1 1228 1228 7-1 Right Wall End 28.50 34.00 1 1772 1772 7-2 Left Wall End 28.50 38.50 1 2007 2007 7-2 Right Wall End 28.50 52.00 1 235 235 Line 8 8-8 Left Wall End 40.00 34.50 1 1641 1641 8-8 Right Wall End 40.00 . 52.00 1 214 214 Line B 8-1 Right Wall End 5.00 6.00 1 628 669 B-2 Left Wall End 15.00 6.00 1 484 442 13-2 Right Wall End 20.50 6.00 1 2167 2167 Line E E-1 Left Wall End 32.00 22.00 1 4048 4048 Line G G-1 Left Wall End 28.50 27.00 1 785 785 Line 1 I-1 Left Wall End 32.00 38.00 1 4180 4180 Line K K-1 Left Wall End 15.00 52.00 1 1370 1370 K-1 Right Wall End 19.50 52.00 1 1287 1287 K-3 Left Wall End 25.00 52.00 1 1789 1789 K-3 Right Wall End 31.00 52.00 1 822 822 Level 3 Drag Strut Line- Position on Wall Location [ft] Load Force [Ws] Wall or Opening X Y Case -> <- Line 1 1-5 Left Wall End 0.00 24.00 1 705 705 1-5 Right Wall End 0.00 32.00 1 911 911 1-7 Left Wall End 0.00 38.50 1 .1102 1102 1-7 Right Wall End 0.00 52.00 1 132 132 Line 2 2-2 Left Wall End 6.00 6.00 1 258 258 2-2 Right Wall End 6.00 15.50 1 1760 1760 Line 4 WoodWorks® Shearwalls Tukwila Lot 3-Lateral Analysis.wsw Jan. 18, 2019 06:26:41 DRAG STRUT FORCES ( flexible wind design, continued) 4-1 Left Wall End 15.00 31.00. 1 4-1 Right Wall End 15.00 43.00 1 Line 5 5-2 Left Wall End 20.50 6.00 1 5-2 Right Wall End 20.50 21.50 1 Line 6 6-1 Left Wall End 23.00 23.00 1 6-1 Right Wall End 23.00 37.00 1 Line 7 7-1 Left Wall End 28.5Q 52.00 Line 8 8-6 Left Wall End 40.00 32.00 1 8-6 Right Wall End 40.00 52.00 1 Line B B-1 Left Wall End 6.00 6.00 1 B-1 Right Wall End 9.50 6.00 1 B-2 Left Wall End 16.50 6.00 1 5-2 Right Wall End 20.50 6.00 1 Line D D-1 Left Wall End 2.00 15.00 1 D-1 Right Wall End 6.00 15.00 1 Line E , E-1 Left Wall End 6.00 21.50 1 E-1 Right Wall End 16.50 21.50 1 Line H H-1 Left Wall End 28.50 35.00 Line J J-I Right Wall End 11.00 41.50 Line K K-2 Left Wall End 9.00 52.00 1 K-2 Right Wall End 15.00 52.00 1 K-4 Left Wall End 24.50 52.00 1 K-4 Right Wall End 30.00 52.00 1 Line L L-3 Left Wall End 19.00 56.50 1 L-3 Right Wall End 28.50 56.50 1 1093 1093 476 476 117 117 681 681 447 447 379 379 2169 2169 1522 1522 214 214 332 332 321 321 709 709 1081 1081 108 108 1831 1831 490 490 1921 1921 2329 2329 1660 1660 391 391 411 411 2 2 435 435 176 176 107 107 Legend: - 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 Wm.odWm`rks@ SheaKwa8l_ Tukwila Lot 3--- Lateral Analywis.wswn Jan.18, 2019 DEFLECTION < flexible wind deslqm , mao- segment vv mp oir mrf - v pn u ft h ft - Bending 4 own sq./n in Shear Def| in vn |us Nail slip en in Defl in Hold meU in Total onh in Level I Line 3 1-1 n-^m Ext 89.9 56.50 9.00 8.3 .001 �om 15 .noo .000 n.o« 0.05 o-ww zut 29.4 � ozo s .000 .00n w-^u Ext 89.9 56.50 *.nn o.s .001 .010 15 .00n .000 0.05 0.06 m-,a znt zy.« .ozo 5 .ovo .nnu Line 4 4-1 o-,m avtu 233.9 21.50 y'uo 16.5 .00z .uzs zy .noo .noo 0.14 0.15 m-,o aotu 233.9 21.50 9.00 16.5 .00a .013 zy .uoo .000 0.19 0.20 Linos 12 s-z Both z zs».x 21.00 9.00 1e.5 .nos .027 42 .uno .00e 0.15 0.19 Both z 102.5 .osu zr .noo .ono s-z Both z 0.0 7.00 9.00 zo.s .000 .000 n .ono .00u 0.00 0.00 Both u 0.0 .00n n 'oon .000 Line 8 14 o-z Both oxt 0.0 3.00 9.00 e.3 .000 .00n o .00n .ouu 0.00 n.no nvtu zot 0,0 .noo o .00n .00u o-* u-xw sxt 177.5 33.00 9.00 n.s .004 .uzy 44 .nno .00a 0.07 0.09 x-^m znt 65.6 .uuz za .noo .nnu m-^u oxt 177.5 33.00 9.00 x.s .004 .ozy 44 .nnn �ons 0.09 0.12 m->o zut 65.6 .ocz 16 .ono .000 Line I A-z Both Both ayz.z ^.nn 9,00 8.3 .nor .nss m nno .001 0.68 0.81 A-x antu Both 691.1 «.00 9.00 8.3 .087 035 uu .00n .00z 0.68 0.81 Line * c-z Line r ontu antu szzA 19.50 u'on 16.5 .000 .028 44 .000 .00n 0.16 0.22 r-z untu z 391.9 10.00 9.00 16.5 .uza .042 65 .001 .000 n.«z o.«s Line r Both z 478.0 .osz o .noo .non a-z Both 1 szo.« 17.00 9.00 1e.5 .nzx .nxs 53 .unz .nos 0.22 0.27 Both z 367.3 .oxo o noo .onn Line 4 n-1 °-,u Both zn^.a 25.00 9.00 16.5 uos 021 32 .000 .00z 0.14 0.17 o-x* Both 384.6 25.00 9.00 16.5 oos .021 32 .000 .001 n.za^ 0.15 vvm/, segment xv Gp m* mrf , u n Bending A mwn Shear oen wn Nail slip en men Hold oon rota/ onn no m e sq.m in in /us in in in in Level 2 Line 1-2 1, avtx Ert 0.0 5.00 9.00 8.3 .nno .000 o .uou .nuo 0.00 Mo Both zot 0.0 .00v o .onu .noo 1-4 optu oxt 0.0 o.m 9.00 o.s .oun .oun o .noo .onn 0.00 0,00 antu zqt 0.0 .ouo o .000 .000 z-s Both oxt 306.3 22.00 9.00 x.» .000 oss n .onz .ozz 0.20 0.26 antx zut 0.0 .ouo o .non .ono Line 4 4 «-z Line s Both antu 558.7 9.00 n�no 16.5 .ozp .n»o 47 .onn '003 0.43 0.48 o-e o->m z 193.2 16A0 9.00 zo.s .004 .ocz 32 .ono .ouz n.us 0.26 x-,m z 0.0 .ono v .uno .voo w-,s 1 193.2 16.00 9.00 zs.s .unw .uzz zz Awn .001 0.22 0.25 m-,u u 0.0 .000 o .uoo .onn Line 13 7-1 Both z o.« 10.50 9.00 zo s .000 .ono o .uuo .000 0.31 0.31 Both z 0.4 AGO o .nmo .00u 7-2 Both z 225'5 13.50 9.00 16.5 .000 .024 ao .uoo .uou 0.27 0.30 Line g Both z 138.5 .015 ' en .00z .no o-« Both oxt n.o ^.su 9,00 n.s .000 .nuo u .000 .000 0.00 0.00 ontx rot 0.0 .00u o .uoo .uop o-a Both sxt 0.0 6.50 y oo a.s .noo .000 o .ouo .00n 0.00 0.00 Both zot 0.0 .nuo o .non .000 o-o o-,m oxt us*.o 17.50 s.on o.s .nnp .ouo o« .unz .noy 0.21 0,25 o-,m zot 0.0 'nuo o .uno .uoo m->a oxt 256.0 17.50 9.00 u,s .000 .ouu a« .00z .00y o.c« 0.29 Line B e m-,x zot 0.0 .ouu o .ono .000 a-z W-xo autu 394.5 5.00 9.00 8.3 .o«o '021 33 .uuo .000 1.10 1.17 s->w Both 408.3 5.00 y'on 8.3 .noo .ouz 34 .000 .ono 1.10 1.17 Tukwila Lot 3--- Lateral Aomlymis.vwmwv Jam'18, 2019 DEFLECTION (flexible wind design, continued) a-x Lines o-z Line o'z Line z-z Line u-z u-3 -' « w o 6 w-xo u-wa ovtu Both Both Both nutu Both Both Both aptu amtu Both eptu z u z z z z z 2 nuo.s 976.0 1054.2 15e.6 0.0 728.6 os�e 182.9 0.0 on.s 0.0 n.:u 5.50 8.00 11'50 8.00 o.sn 6.00 *.on 9.00 9.00 9.00 9.00 9.00 9.00 n.s .106 e.s .zno zo.s .noo z*.s voo zs.s .040 ze.s .uzz 16.5 .043 .00a .oso .057 .017 .ouu .079 .00z .ozn .000 .00u .ouo oz oz uu *n o 182 210 »n o z«« o .00z .001 .nos .onu .uoo .000 .030 .00n .nVo .016 'ono .nus .023 .noa .000 .zns .zoo .00z '000 .ms .00n 1.00 1.01 0.73 0.30 0.55 0.92 0.70 1.17 1.1-7 n.a* 0.32 0.87 v'yo 0.94 Wall, segment vv Gp Dir Srf v u n ewnumu A onn Shear Deft vn Nail slip en Def| Hold Deft Total owU plf ft n sq.m in in /uw in in in in lLevel 3 Line m 1-3 Both ort 0.0 7.00 9.00 8.3 .ono .ouo o .nno .000' 0.00 0.00 Both zot 0.0 'noo n .ono .00n z-s Both out 6.1 8.00 9.00 o.s .00n .00z z .uuo .nou n.«z 0.*2 Both zot 0.0 .000 o .00n .000 1-7 Both out 201.3 13,50 9.00 a.s .nny .052 67 .uuz .000 0.35 0.41 Both znt 0.0 .nou o 'ouu .000 Line » 2-2 Both z 425.6 9.50 9.00 n.s .nzo .046 zos .ouu .040 o.*z 0.52 Both 2 0.0 .000 o .nuo .noo Line 4 » ` 4-1 Both z z,o.o 12.00 9.00 o.s .014 .nao a* .002 .azz 0.30 0.36 Both z 0.0 .noo o .000 .uon v-z Both z 0.0 «.00 9.00 16.5 .onu .non o .000 .onn 0.00 0.00 Line a Both u 0.0 .nnu o ' .00u .000 »-c eutx 1 118.2 15.50 9.00 zs.s .unz .ozs so .000 .noz 0.22 u.u* Line s Both u 0.0 .000 n .00u .000 s-z Both 1 98.5 14.00 9.00 o.s .no* .011 zo .noo .nno 0.39 o.*z Line z n^tu x sz.s .ozz 5 .uoo 'onu 7-1 Both z 542.6 5,00 9.00 n.n .oyo .osu oo �no4 .nzs z.m 1.28 ovtu u 243.1 .unz xz � non .00z Line 15 o-« Both oxt 0.0 9.00 9.00 8.3 .uuu .00n n .noo .000 0.00 0.00 Both zut 0.0 .uno o .000 'noo n-o Both Eat 224.0 20.00 9.00 6.3 .oar .075 75 .00z .014 0.19 o.zu Line s ovtu zot 0.0 .ono u .ouo .nnv u-1 Both z 73.7 3.50 9.00 8.3 Aza .000 zz .non .uuo 1.57 1.59 Both z 24.0 .ono ^ .nnu .uoo o-z Both 1 573.4 ^.00 9.00 o. 3 .123 .osc ya .no« .oxy 1.38 1.59 Both c 264.7 .00a 44 .onn .00» Line D « o-z Line z ovtu evtu 897.4 4 �oo 9.00 zs.s .oss .o*o 75 .00z .014 1.39 1.52 E-z Both z 374.8 10.50 9.00 o.0 .nay sz 'noz uua 0.52 0.60 Line n both z 144.1 .048 24 .onn .onu x-z Both 1 473.e 11.50 9,00 e.» .024 .051 118 'oon .nso 0,34 0.48 Line s Both z 0.0 .noo o '000 .nno j- I avtu z zss.a 11.00 9.00 p.» .019 .028 43 '000 .00z 0.50 0.55 Line s ovtu z 90.4 .030 15 'oou .000 u-1 Both z 0.0 4.50 9.00 8.3 .000 .nou o 'uoo .000 0.00 0.00 Both e 0.0 .noo o noo .000 x-z outu z 295.4 6.00 9.00 u.s .ozy .00z op .00z .004 0.62 0.68 eptn z 0.0 .ouu o .noo �noo x-o Both z 204.8 5.50 9.00 16.5 .011 .nuz s* .noo .00z 0.65 0.68 entx c 0.0 .»«» » .»»» .««» Line L 10 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan, 18, 2019 06:26:41 DEFLECTION ( flexible wind design, continued) L-3 BOth Ext.l 65.2 9.50 9.001 8.3 .004 Both Int 0.0 .018 .000 22 .000 .000 0 .000 .000 0.38 0.40 Legend: segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, inferior or exterior for perimeter walls, 1 or 2 for interior partitions v Unfacfored (strength-leve0 sheer force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh43 / EAb; A- Cross sectional area of segment end stud(s); - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 E WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DISP CEMENT ( flexible wind des gn) Wall, segment Dir Hold- down Uplift force Ibs Elong 1 Disp Manuf Add da in in in Slippage Pf da Ibs in Shrink da in Crush+ Extra in Total da in Hold Defl in Levell Line 1 1-1 S->N HD7 1078 .020 .000 0.020 - - 0.176 0.04 0.24 0.04 N->S HD7 3866 .070 .000 0.071 - - 0.176 0.04 0.29 0.05 Line 4 4-1 S->N•HD19(1-1 2130 .016 .000 0.017 1065 .094 0.176 0.04 0.33 0.14 N->S HD19(1-1 7302 .056 .001 0.057 3651 .171 0.176 0.04 0.44 0.19 Line 5 5-1 Both HD19(1-1 3240 .025 .000 0.025 1620 .110 0.176 0.04 0.35 0.15 5-2 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 8 8-2 Both HD12 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-4 S->N HD9 2204 .029 .000 0.029 - - 0.176 0.04 0.24 0.07 N->S HD9 3481 .111 .001 0.112 - - 0.176 0.04 0.33 0.09 Line A A-1 Both HD9 6635 .087 .001 0.087 - - 0.176 0.04 0.30 0.68 A-3 Both HD9 6635 .087 .001 0.087 - - 0.176 0.04 0.30 0.68 Line C C-1 Both HD19(1-1 4767 .037 .000 0.037 2383 .133 0.176 0.04 0.39 0.18 Line F F-1 Both 11019(1-1 8030 .062 .001 0.063 4015 .181 0.176 0.04 0.46 0.41 Line H H-1 Both.HD19(1-1 6282 .048 .000 0.049 3141 .156 0.176 0.04 0.42 0.22 Line K K-1 W->E 11019(1-1 5239 .040 .000 0.041 2620 .140 0.176 0.04 0.40 0.14 E->14 11019(1-1 3496 .027 .000 0.027 1748 .114 0.176 0.04 0.36 0.13 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-2 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-4 Both HD7 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-6 Both HD5 2788 .138 .002 0.140 - - 0.319 0.04 0.50 0.20 Line4 4-2 Both HD12 5172 .064 .002 0.066 - - 0.319 0.04 0.43 0.43 Line 5 5-2 S->N HD7 2847 .052 .001 0.053 - - 0.319 0.04 0.41 0.23 N->S HD7 1766 .032 .001 0,033 - - 0.319 0.04 0.39 0.22 Line 7 7-1 Both HD9 7 .000 .000 0.000. - - 0.319 0.04 0.36 0.31 7-2 Both HD9 3338 .044 .001 0.045 - - 0.319 0.04 0.40 0.27 Line 8 8-4 Both HD12 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-6 Both HD7 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-8 S->N HD7 2337 .042 .001 0.043 - - 0.319 0.04 0.40 0.21 N->S HD7 6277 .114 .002 0.116 - - 0.319 0.04 0.48 0.24 Line B B-1 W->E HD19 (1- 3737 .250* .001 0.251 - - 0.319 0.04 0.61. 1.10 E->W HD19 (1- 3868 .250* .001 0.251 - - 0.319 0.04 0.61 1.10 B-2 W->E HD19 (1- 9320 .250* .003 0.253 - - 0.319 0.04 0.61 1.00 E->W HD19 (1- 17248 .250* .006 0.256 - - 0.319 0.04 0.62 1.01 Line E E-1 Both 11019(1-1 9794 .076 .003 0.078 4897 .208 0.319 0.04. 0.65 0.73 Line G G-1 Both HD12 1469 .018 .001 0.019 - - 0.319 0.04 0.38 0.30 Line! I-1 Both HD12 10112 .126 .004 0.129 - - 0.319 0.04, 0.49 0.55 Line K 11-1 Both 11D19(1-1 1743 .013 .001 0.014 871 .088 0.319 0.04= 0.46 0.92 K-3 Both HD12 8241 .102 .003 0.105 - - 0.319 0.04 0.46 0.70 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in lbs in in in in in Level 3 Line 1 1-3 Both HD5 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-5 Both HD5 152 .008 .000 0.008 - - 0.319 0.04 0.37 0.41 f • L. 1. WoodWorks® Shearwalls ...**1111101•••••0 Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DISPLACEMENT ( flexible wind desi n, continued) Line 2 2-2 Line 4 4-1 4-2 Line 5 5-2 Line 6 6-1 Line 7 Both Both Both Both Both Both HD5 HD7 HD7 HD7 HD7 1019 (1- 3178 3933 2543 0 1081 1199 .157 .072 .046 .000 .020 .250* .003 .003 .001 .000 .000 .000 0.160 0.073 0.047 0.000 0.020 0.250 - - - - - - - - - 0.319 0.319 0.319 0.000 0.319 0.319 0.09 0.09 0.04 0.00 0.04 0.04 0.52 0.43 0.41 0.00 0.38 0.61 0.35 0.41 0.30 0.00 0.22 0.39 7-1 Both HD19 (1- 7444 .250* .003 0.253 - 0.319 0.04 0.61 1.10 Line 8 8-4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-6 Both HD9 3940 . 052 .001 0.053 0.319 0.04 0.41 0.19 Line B B-1 Both H019 (1- 947 .250* .000 0.250 0.319 0.09 0.61 1.57 B-2 Both HD19 (1- 8046 .250* .003 0.253 - 0.319 0.04 0.61 1.38 Line D D-1 Both 1-1019 (1-I 8615 .066 .003 0.069 4308 .190 0.319 0.04 0.62 1.39 Line E E-1 Both HD19 (1- 4784 .250* .002 0.252 - - 0.319 0.04 0.611 0.52 Line H H-1 Both HD7 4359 .079 .002 0.081 - 0.319 0.04 0.44 0.34 Line J J-1 Both HD19 (1- 3195 .250* .001 0.251 0.319 0.04 0.61 0.50 Line K K-1 Both HD7 1 .000 .000 0.000 0.000 0.00 0.00 0.00 K-2 Both HD7 2774 .050 .001 0.051 - - 0.319 0.04 0.41 0.62 K-4 Both HD7 1931 .035 .001 0.036 - - 0.319 0.04 0.90 0.65 Line L L-3 Both HD2A 602 .037 .001 0.038_ - - 0.319 0.04 0.40 0.38 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with '= (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded holatdowns, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb- Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displaternerdlelongallan from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 DA1.5) (NDS 10.3.6) ; D bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vri and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x de (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3--Lateral Analysis.wsw Level 1 of 3. co WoodWorks® Shearwalls 10,31 (;) 980 2380 L-1 H-1 15- L-2 Jan. 17, 2019 23:43:07 2478 0 c‘i 3365 Factored shearline force (Ibs) lb. Factored holddown force (Ibs) • C Compression force exists • Vertical elemenLrequired Loads Shown:. Qe; ForUes: 0.7E + 0.'6D; E p 0. F-1 0 • 3325 Lill Unfactored applied shear load (pit) (8)—(S1 Unfactored dead load (plf,lbs) —II Applied point load or discontinuous shearline force (Ibs) 2 Sds15:p(NS) = •?.i5; p(EW) =215.0; Sds ON.7. 60' 55' 45' 40' 5' 30' 25' 20' ,F1 c? co 15' 10' 5' 0' -5, WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3—Lateral Analysis.wsw Level 2 of 3 I u) WoodWorks® Shearwalls 10.31 rn Jan. 17, 2019 23:43:07 60' 55' 1 1 1 i 1 i 1 11i 1 1 4. 1111 1 1 1 1 1 1 t 1 1 1 I 1 1 1 1 1 12,5 9.6 15.413534 15.4 15.415.415 i'6.415.4151;b . 45.45.1 .4 15.4 15.415.4 --- Factored shearline force (Ibs) h. Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads Shown: Qe;Fgrces: 0.7f + 0.6D;cf _ + + Unfactored applied shear load (plf) (g6—® Unfactored dead load (plf,lbs) —11 Applied point load or discontinuous shearline force (Ibs) pQe -5a.2 Sds t4b'p(NS) =1V0; p(EV 1.0; SO6'= 0.97.30' 3:;' ;)- 50' 45' 40' 35' 30' 25' 20' 15' 10' 5 -15' -20' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3—Lateral Analysis.wsw Level 3 of 3 Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists III Vertical element required Loads Shown: Qe',.fgrces: 0 + 0.6DEE pQe -5.0.2 Sds Ilyp(NS) 14:0; p(EVio= 1.0; Sag.= 0.97,3o. WoodWorks® Shearwalls 10.31 Jan. 17, 2019 23:43:07 60' 55' 17 3177 17MT1 9321.93213121.9 $I4 0-0 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Applied point load or discontinuous shearline force (lbs) 110 50' 45' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [Wel Area [sq.ft]. Story Shear fibs] E-W N-S Diaphragm Force Fpx Ohs] E-W N-S 3 105478 2260.0 16298 16298 20533 20533 2 11817 0.0 1266 1266 2300 2300 1 0 0.0 0 0 0 0 All 117295 - 17564 17564 - 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 Sheen/vas only for drag strut tvres, 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 = 0.97; Ev = 0.195 D unfactored; 0.136 D factored; total dead load factor: 0.6 - 0.136 = 0.464 tension, 1.0 + 0.136 = 1.136 compression. WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SHEAR RESULTS ( flexible seismic design) N-S Sheariines W Gp For Dir HMI -Cub Int Ext ASDShearForce[plf] V Psi vmax v Int AllowableShear[plf] Ext Co C Total V flbsj Crit Resp. Line 1 Level 3 Lnl, Lev3 10^ Both 1.0 1.0 1784 - 129.7 0 279 1.00 X 279 7952 0.46 Wall 1-3 10 Both 1.0 1.0 0 0 279 1.00 279 1953 - Wall 1-7 10^ Both 1.0 1.0 1751 129.7 129.7 0 279 1.00 279 3766 0.46 Wall 1-5 10 Both 1.0 1.0 33 4.1 4.1 0 279 1.00 279 2232 0.01 Level 2 Lnl, Lev2 11" Both 1.0 1.0 3092 140.6 0 512 1,00 X 512 17135 0.27 Wall 1-6 11^ Both ' 1.0 1.0 3092 140.6 140.6 0 512 1.00 512 11253 0.27 Wall 1-2 11 Both 1.0 1.0 0 0 512 1.00 512 2558 - Wall 1-4 11 Both 1.0 1.0 0 0 512 1.00 512 3325 - Level 1 Lnl, Levl 3 Both 1.0 1.0 3092 54.7 54.7 595 595 1.00 X 1190 67258 0.05 Line 2 Level 3 Ln2, Lev3 8 Both 1.0 1.0 1746 163.8 183.8 0 456 1.00 X 456 4329 0.40 Line4 Ln4, Lev3 8 Both 1.0 1.0 1665 - 138.8 0 456 1.00 X 456 7519 0.30 Wall 4-2 8 Both 1.0 1.0 0 0 456 1.00 456 2051 - Wall 4-1 8 Both 1.0 1.0 1665 138.6 138.8 0 456 1.00 456 5468 0.30 Level 2 Ln4, Lev2 4 Both 1.0 1.0 2505 278.3 278.3 595 595 1.00 A 1190 10714 0.23 Level 1 Ln4, Levl 4 Both 1.0 1.0 2505 116.5 116.5 595 595 1.00 A 119D 25594 0.10 Line 5 Level 3 Ln5, Lev3 8 Both 1.0 1.0 952 61.4 61.4 0 456 1.00 X 456 7063 0.13 Level 2 Ln5, Lev2 6 Both 1.0 1.0 1708 106.8 106.8 0 595 1.00 X 595 9523 0.18 Level 1 Ln5, Levl 12 Both 1.0 1.0 3072 - 146.3 809 595 1.00 X 1190 33331 0.12 Wall 5-2 12 Both 1.0 1.0 0 809 595 1.00 1190 8333 - Wall 5-1 12 Both 1.0 1.0 3072 146.3 146.3 809 595 1.00 1190 24998 0.12 Line 6 Level 3 Ln6, Lev3 3 Both 1.0 1.0 930 66.5 66.5 595 595 1.00 X 1190 16666 0.06 Line 7 Ln7, Lev3 3 Both 1.0 1.0 1922 384.3 384.3 595 595 1.00 X 1190 5952 0.32 Level 2 Ln7, Lev2 13^ Both 1.0 1.0 2328 - 172.4 242 595 1.00 X 595 14285 0.29 Wall 7-1 13 Both 1.0 1.0 0 242 595 1.00 595 6250 - Wall 7-2 13^ Both 1.0 1.0 2326 172.4 172.4 242 595 1.00 595 8035 0.29 Linea Level 3 Ln8, Lev3 15^ Both 1.0 1.0 2409 - 120.5 0 353 1.00 X 353 11309 0.34 wall 8-4 15 Both 1.0 1.0 0 0 353 1.00 353 3181 - Wall 8-6 15^ Both 1.0 1.0 2409 120.5 120.5 0 353 1.00 353 7068 0.34 Wall 8-2 15 Both 1.0 .67 0 0 236 1.00 236 707 - Level 2 Ln8, Lev2 8 Both 1.0 1.0 2662 - 152.1 0 456 1.00 X 456 14355 0.33 Wall 8-4 8 Both 1.0 1.0 0 0 456 1.00 456 2051 - wall 8-2 8 Both 1.0 .67 0 0 304 1.00 304 911 - Wall 8-8 8 Both 1.0 1.0 2662 152.1 152.1 0 456 1.00 456 7975 0.33 Wall 8-6 8 Both 1.0 1.0 0 0 456 1.00 456 2962 - Level 1 Ln8, Levl 14^ Both 1.0 1.0 3626 - 109.9 456 456 1.00 X 911 32810 0.12 Wall 8-2 14 Both .67 .67 0 304 304 1.00 608 1823 - Wall 8-4 14- Both 1.0 1.0 3626 109.9 109.9 456 456 1.00 911 30076 0.12 E-W W For H/W-Cub ASD Shear Force [pif] Allowable Shear [pH] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V[lbs1 Resp. LineA Level 1 LnA, Levl 1 Both .89 .89 737 - 92.2 773 773 1.00 A 1547 12373 0.06 Wall A-3 1 Both .89 .89 369 92.2 92.2 773 773 1.00 1547 6187 0.06 Wall A-1 1 Both .89 .89 369 92.2 92.2 773 773 1.00 1547 6187 0.06 Line B Level 3 LnB, Lev3 3^ Both 1.0 1.0 , 1783 - 445.3 595 595 1.00 X 1190 8928 0.37 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 SHEAR RESULTS ( flexible seismic desi n, continued) Wall 5-1 Wall B-2 Level 2 LnB, Lev2 Wall B-1 Wall B-2 Line C Level 3 LnC, Lev3 Wall C-2 Wall C-6 Wall C-4 Level 2 3' 3^ 2 2 2 2 2 6 6 6 6 Both Both Both W->E E->W W->E E->W Both Both Both Both :78 .89 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 .78 .89 1.0 1.0 1.0 1.0 1.0 .89 .89 .89 .89 ' 2 1781 2001 15 23 1986 1978 858 286 286 286 0.6 445.3 - 3.0 4.7 361.1 359.6 - 71.5 71.5 71.5 0.6 445.3 359.6 3.0 4.7 361.1 359.6 71.5 71.5 71.5 71.5 463 529 716 716 716 716 716 0 0 0 0 463 529 716 716 716 716 716 529 529 529 529 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 A X 926 1058 1432 1432 1432 1432 1432 529 529 529 529 3241 4233 15038 7161 7161 7877 7877 6349 2116 2116 2116 0.00 0.42 0.25 0.00 0.00 0.25 0.25 0.14 0.14 0.14 0.14 LnC, Lev2 5^ Both 1.0 .89 1595 - 132.9 0 569 1.00 X 569 6827 0.23 Wall C-3 5^ Both 1.0 .89 532 132.9 132.9 0 569 1.00 569 2276 0.23 Wall C-2 5 Both 1.0 .89 532 132.9 132.9 0 569 1.00 569 2276 0.23 Wall C-5 5 Both 1.0 .89 532 132.9 132.9 0 569 1.00 569 2276 0.23 Level1 LnC, Levl 4 Both 1.0 1.0 3365 172.6 172.6 595 595 1.00 A 1190 23213 0.14 Line D Level 3 LnD, Lev3 4 Both 1.0 1.0 1118 279.6 279.6 595 595 1.00 A 1190 4762 0.23 Line E LnE, Lev3 3 Both 1.0 1.0 1949 185.7 185.7 595 595 1.00 X 1190 12499 0.16 Level 2 LnE, Lev2 4 Both 1.0 1.0 2533 316.6 316.6 595 595 1.00 A 1190 9523 0.27 Line F Level 1 LnF, Levl 7 Both 1.0 1.0 2478 247.8 247.8 493 595 1.00 X 986 9858 0.25 Line G Level 2 LnG, Lev2 8 oth 1.0 1.0 593 51.6 51.6 0 456 1.00 X 456 5241 0.11 Line H Level 3 LnH, Lev3 8 Both 1.0 1.0 1960 170.4 170.4 0 456 1.00 X 456 5241 0.37 Level 1 LnH, Levl 7 Both 1.0 1.0 2355 138.5 138.5 493 595 1.00 X 986 16759 0.14 Line I Level 2 • LnI, Lev2 8 Both 1.0 1.0 2688 336.0 336.0 0 456 1.00 X 456 3646 0.74 Line J Level 3 LnJ, Lev3 3 Both 1.0 1.0 1547 140.6 140.6 595 595 1.00 X 1190 13094 0.12 Line K LnK, Lev3 6 Both 1.0 1.0 1374 - 149.6 0 595 1.00 X 595 9523 '0.25 Wall K-1 6 Both 1.0 1.0 0 0 595 1.00 595 2678 - wall K-2 6 Both 1.0 1.0 898 199.6 199.6 0 595 1.00 595 3571 0.25 Wall K-4 6 Both 1.0 1.0 476 86.6 86.6 0 595 1.00 595 3274 0.15 Level 2 LnK, Lev2 6 Both 1.0 1.0 1906 - 317.6 0 595 1.00 X 595 8035 0.53 Wall K-3 6 Both 1.0 1.0 1906 317.6 317.6 0 595 1.00 595 3571 0.53 Wall K-1 6 Both 1.0 1.0 0 0 595 1.00 595 2678 - Wall K-5 6 Both 1.0 .67 0 0 397 1.00 397 1190 - Level 1 LnK, Levl 4 Both 1.0 1.0 2380 95.2 95.2 595 595 1.00 A 1190 29760 0.08 Line L Level 3 LnL, Lev3 10 Both 1.0 1.0 620 86.3 86.3 0 279 1.00 X 279 2651 0.31 Level 2 LnL, Lev2 6 Both 1.0 .89 980 - 122.5 0 529 1.00 X 529 4233. 0.23 Wall L-3 6 Both 1.0 .89 490 122.5 122.5 0 529 1.00 529 2116 0.23 Wall L-1 6 Both 1.0 .89 490 122.5 122.5 0 529 1.00 529 2116 0.23 Level 1 LnL, Levl 9^ Both 1.0 1.0 980 65.3 65.3 870 870 1.00 A 1740 26100 0.04 Legend: Unless otherwise noted, he 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 WO "^" means that this wall is WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 20 9 06:26:41 critical for all walls in the Standard Wall group. For Dip Direction of seismic force along shearline. HM/-Cub — Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4,3,3.2 for critical segment on wall. V - ASD factored shear force. For sheartine: total shearline force. For watt 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 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 aJJ 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. WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 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 factor Cub from SDPWS 4.3.3.2 for critical segment on wait. 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 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. WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN ( flexible seismic design) Levert Line- Wall Posit'n Location[fl3 X Y Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd Cap Hold-down [lbsi Crit Resp. Line 1 1-1 L End 0.00 0.12 495 495 HD7 ^6600 0.08 V Elem 0.00 24.13 102 102 Refer to upper level V Elem 0.00 31.88 102 102 Refer to upper level V Elem 0.00 34.63 1280 1280 Refer to upper level V Elem 0.00 38.63 2048 2048 Refer to upper level V Elem 0.00 51.88 2048 2048 Refer to upper level 1-1 R End 0.00 56.38 1774 1774 0D7 ^6600 0,27 Line 2 V Elem 6.00 6.13 1699 1699 Refer to upper level V Elem 6.00 15.38 1699 1699 Refer to upper level Line 4 V Elem 15.00 31.13 1275 1275 Refer to upper level 4-1 L End 15.00 35.12 1061 1061 HD19(1-1/4 ^19360 0.05 V Elem 15.00 42.88 1275 1275 Refer to upper level V Elem 15.00 47.63 2576 2576 Refer to upper level 4-1 R End 15.00 56.38 3637 3637 HD19(1-1/4 ^19360 0.19 Line 5 5-1 L End 20.50 0.12 1333 1333 HD19(1-1/4 "19360 0.07 V Elem 20.50 6.13 1538 1538 Refer to upper level 5-1 R End 20.50 20.88 1333 1333 HD19(1-1/4 ^19360 0.07 V Elm 20.50 21.38 562 562 Refer to upper level v Elem 20.50 21.68 976 976 Refer to upper level Line 6 V Elem 23.00 23.13 609 609 Refer to upper level V Elem 23.00 36.88 609 609 Refer to upper level Line 7 V Elem 28.50 38.63 1581 1581 Refer to upper level V Elem 28.50 51.88 1581 1581 Refer to upper level V Elem 28.50 52.13 3641 3641 Refer to upper level V Elem 28.50 56.88 3641 3641 Refer to upper level Line 8 8-4 L End 40.00 19.12 996 996 HD9 ^8810 0.11 V Elem 40.00 32.13 2119 2119 Refer to upper level V Elem 40.00 34.63 1389 1389 Refer to upper level 8-4 R End 40.00 51.88 4504 4504 HD9 "8810 0.51 Line A A-1 L End 0.12 0.00 885 885 HD9 ^8810 0.10 A-1 R End 3.88 0.00 885 885 HD9 ^8810 0.10 A-3 L End 16.62 0.00 885 885 009 ^8810 0.10 A-3 R End 20.37 0.00 885 885 HD9 ^8810 0.10 Line B V Elem 0.12 6.00 28 28 Refer to upper level V Elem 4.88 6.00 45 45 Refer to upper level V Elem 6.13 6.00 6 6 Refer to upper level V Elem 9.38 6.00 6 6 Refer to upper level V Elem 15.13 6.00 3405 3405 Refer to upper level V Elem 16.62 6.00 4275 4275 Refer to upper level V Elem 20.37 6.00 7665 7665 Refer to upper level Line C C-1 L End 20,63 9.50 1573 1573 0019(1-1/4 ^19360 0.08 v Elem 21.63 9.50 1962 1962 Refer to upper level v Elem 25.38 9.50 1962 1962 Refer to upper level V Elem 27.13 9.50 1962 1962 Refer to upper level V Elem 30.88 9.50 1962 1962 Refer to upper level V Elem 36.13 9.50 1962 1962 Refer to upper level C-1 R End 39.88 9.50 3535 3535 HD19(1-1/4 ^19360 0.18 Line D V Elem 2.13 15.00 2684 2684 Refer to upper level v Elem 5.88 15.00 2684 2684 Refer to upper level Line E V Elem 6.13 21.50 1712 1712 Refer to upper level V Elem 16.38 21.50 1712 1712 Refer to upper level v Elem 32.13 21.50 2941 2941 Refer to upper level V Elem 39.88 21.50 2941 2941 Refer to upper level Line F F-1 L End 10.13 24.50 2287 2287 HD19(1-1/4 ^19360 0.12 F-1 R End 19.88 24.50 2287 2287 H019(1-1/4 ^19360 0.12 Line G V Elem 28.63 27.00 474 474 Refer to upper level WoodWorks® Shearwalls Tukwila Lot 3-Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN flexible seismic design, continued Line H H-1 H-1 Linel Line J Line K K-1 K-1 Line L L-1 L-1 V Elem L End R End V Elem V Elem V Elem V Elem V Elem V Elem V Elem V Elem L End V Elem V Elem V Elem V Elem R End L End v Elem V Elem R End V Elem V Elem 39.88 3.63 20.37 28.63 39.88 32.13 39.88 0.12 10.88 9.13 14.88 15.13 24.63 25.13 29.88 30.88 39.88 0.12 3.88 11.13 14.88 19.12 28.38 27. 0 35.00 35.00 35.00 35.00 38.00 38.00 41.50 41.50 52.00 52.00 52.00 52.00 52.00 52.00 52.00 52.00 56,50 56.50 56.50 56.50 56.50 56.50 04 1265 1265 1568 1568 3121 3121 1295 1295 1405 1405 865 816 2983 816 2983 865 1774 1176 1176 1774 798 798 474-Refer 1265 1265 1568 1568 3121 3121 1295 1295 1405 1405 865 816 2983 816 2983 865 1774 1176 1176 1774 798 796 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 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 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 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 0.07 0.07 0.04 0.04 0.09 0.09 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall PosiEn X Y Shear Dead Ev Cmb'd Hold-down jibs] Resp. Line 1 V Elem 0.00 24.13 102 102 Refer to upper level v Elem 0.00 31.88 102 102 Refer to upper level 1-6 L End 0.00 34.63 1280 1280 HD5 2405 0.53 V Elem 0.00 38.63 2048 2048 Refer to upper level v Elem 0.00 51.88 2048 2048 Refer to upper level 1-6 R End 0.00 56.38 1280 1260 HD5 2405 0.53 Line 2 V Elem 6.00 6.13 1699 1699 Refer to upper level v Elem 6.00 15.38 1699 1699 Refer to upper level Line 4 V Elem 15.00 31.13 1275 1275 Refer to upper level V Elem 15.00 42.88 1275 1275 Refer to upper level 4-2 L End 15.00 47.63 2576 2576 HD12 -11775 0.22 4-2 R End 15.00 56.38 2576 2576 HD12 ^11775 0.22 Line 5 5-2 L End 20.50 6.13 1538 1538 807 6600 0.23 V Elem 20.50 21.36 562 562 Refer to upper level 5-2 R End 20.50 21.88 976 976 HD7 6600 0.15 Line 6 V Elem 23.00 23.13 609 609 Refer to upper level V Elem 23.00 36.88 609 609 Refer to upper level Line 7 7-2 L End 28.50 36.63 1581 1581 HD9 8810 0.18 7-2 8 End 28.50 51.88 1581 1581 HD9 8810 0.18 V Elem 28.50 52.13 3641 3641 Refer to upper level v Elem 28.50 56.88 3641 3641 Refer to upper level Line 8 v Elem 40.00 32.13 2119 2119 Refer to upper level 8-8 L End 40.00 34.63 1389 1389 HD7 ^6600 0.21 8-8 R End 40.00 51.88 3508 3508 HD7 -6600 0.53 Line B 8-1 8-1 L End R End 0.12 4.88 6.00 6.00 28 45 , 28 45 HD19 (1-1/ ^16735 HD19 (1-1/ ^16735 0.00 0.00 V Elem 6.13 6.00 6 6 Refer to upper level V Elem 9.38 6.00 6 6 Refer to upper level 8-2 L End 15.13 6.00 3405 3405 8D19 (1-1/ ^16735 0.20 V Elem 16.62 6.00 4275 4275 Refer to upper level B-2 R End 20.37 6.00 7665 7665 HD19 (1-1/ ^16735 0.46 Line C C-2 L End 21.63 9.50 1962 1962 HD19(1-1/4 -19360 0.10 C-2 8 End 25.38 9.50 1962 1962 HD19(1-1/4 "19360 0.10 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN (flexible seismic design, continued) C-3 C-3 C-5 C-5 Line° Line E E-1 E-1 Line G G-1 G-1 LineH Line I I-1 I-1 LineJ Line K K-3 K-3 Line L L-1 L-1 L-3 L-3 L End R End L End R End V Elem V Elem v Elem V Elem L End R End L End R End V Elem V Elem L End R End V Elem V Elem V Elem v Elem V Elem L End V Elem R End L End R End L End R End V Elem v Elem 27.13 30.88 36.13 39.88 2.13 5.88 6.13 16.38 32.13 39.88 28.63 39.88 28.63 39.88 32.13 39.88 0.12 10.88 9.13 14.88 24.63 25.13 29.88 30.88 0.12 3.88 11.13 14.88 19.12 28.38 9.50 9.50 9.50 9.50 15.00 15.00 21.50 21.50 22.00 22.00 27.00 27.00 35.00 35.00 38.00 38.00 41.50 41.50 52.00 52.00 52.00 52.00 52.00 52.00 56.50 56.50 56.50 56.50 56.50 56.50 1962 1962 1962 1962 2684 2684 1712 1712 2941 2941 474 474 1568 1568 3121 3121 1295 1295 1405 1405 816 2983 816 2983 1176 1176 1176 1176 798 798 1962 1962 1962 1962 2684 2684 1712 1712 2941 2941 474 474 1568 1568 3121 3121 1295 1295 1405 1405 816 2983 816 2983 1176 1176 1176 1176 798 798 HD19(1-1/4 ^19360 11019(]-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 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 HD12 '11775 H012 ^11775 Refer to upper level Refer to upper level HD12 '11775 HD12 ^11775 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD12 ^11775 Refer to upper level 11012 "11775 HD9 ^8810 HD9 ^8810 HD9 ^8810 HD9 ^8810 Refer to upper level Refer to upper level 0.10 0.10 0.10 0.10 0.15 0.15 0.04 0.04 0.27 0.27 0.25 0.25 0.13 0.13 0.13 . 0.13 Level 3 Tensile ASO Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 1 1-5 L End 0.00 24.13 102 102 HD5 2405 0.04 1-5 R End 0.00 31.88 102 102 HD5 2405 0.04 1-7 L End 0.00 38.63 2048 2048 HD5 2405 0.85 1-7 R End 0.00 51.88 2048 2048 HD5 2405 0.85 Line 2 2-2 L End 6.00 6.13 1699 1699 HD7 ^6600 0.26 2-2 R End 6.00 15.38 1699 1699 HD7 ^6600 0.26 Line 4 4-1 L End 15.00 31.13 1275 1275 HD7 ^6600 0.19 4-1 R End 15.00 42.88 1275 1275 HD7 ^6600 0.19 Line 5 5-2 L End 20.50 6.13 562 562 HD7 6600 0.09 5-2 R End 20.50 21.38 562 562 HD7 6600 0.09 Line 6 6-1 L End 23.00 23.13 609 609 HD19 (1-1/ "16735 0.04 6-1 R End 23.00 36.88 609 609 HD19 (1-1/ ^16735 0.04 Line7 7-1 L End 28.50 52.13 3641 3641 HD19 (1-1/ "16735 0.22 7-1 R End 28.50 56.88 3641 3641 HD19 (1-1/ ^16735 0.22 Line 8 8-6 L End 40.00 32.13 2119 2119 HD9 ^8810 0.24 8-6 R End 40.00 51.88 2119 2119 HD9 '8810 0.24 LineS B-1 L End 6.13 6.00 6 6 HD19 (1-1/ ^16735 0.00 B-1 R End 9.38 6.00 6 6 HD19 (1-1/ '16735 0.00 B-2 L End 16.62 6.00 4275 4275 HD19 (1-1/ ^16735 0.26 B-2 R End 20.37 6.00 4275 4275 HD19 (1-1/ '16735 0.26 Line C C-2 L End 21.63 9.50 686 686 HD9 8810 0.08 C-2 R End 25.38 9.50 686 686_1109 8810 0.08 - WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DESIGN (flexible sesmicdesign, continued C-4 L End 2" C-4 R End 30.88 9.50 C-6 L End 36.13 9.50 C-6 R End 39.88 9.50 Line D D-1 L End 2.13 15.00 D-1 R End 5.88 15.00 ne E E-1 L End 6.13 21.50 E-1 R End 16.38 21.50 Line H H-1 L End 28.63 35.00 H-1 R End 39.88 35.00 Line J J-1 L End 0.12 41.50 J-1 R End 10.88 41.50 Line K K-2 L End 9.13 52.00 K-2 R End 14.88 52.00 K-4 L End 24.63 52.00 K-4 R End 29.88 52.00 Line L L-3 L End 19.12 56.50 L-3 R End 28.38 56.50 6 686 686 686 2684 2689 1712 1712 1568 1568 1295 1295 1405 1405 816 816 798 798 686 686 686 686 2684 2684 1712 1712 1568 1568 1295 1295 1405 1405 816 816 798 798 HD9 HD9 HD9 HD9 8810 8810 8810 0.08 0.08 0.08 0.08 HD19(1-1/4 ^19360 0.14 HD19(1-1/4 ^19360 0.14 HD19 (1-1/ ^16735 0.10 HD19 (1-1/ ^16735 0.10 HD7 "6600 0.24 HD7 ^6600 0.24 HD19 (1-1/ ^16735 0.08 HD19 (1-1/ ^16735 0.08 HD7 ^6600 0.21 HD7 ^6600 0.21 HD7 6600 0.12 HD7 6600 0.12 HD2A 1900 0.42 HD2A 1900 0.42 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Sheartine 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 = 0.227 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, 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 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 - 06:26:41 DRAG STRUT FORCES ( flexible seismic design Level 1 Line- Wall Position on Wall orOpenffig Location [ft] X Y Drag Strut Force [lbs] Line 4 4-1 Left Wall End 15.00 35.00 1552 1552 Line 5 5-1 Right Wall End 20.50 21.00 1930 1930 Line 8 8-4 Left Wall End 40.00 19.00 1219 1219 8-4 Right Wall End 40.00 52.00 289 289 Line A A-1 Right Wall End 4.00 0.00 295 295 A-3 Left Wall End 16.50 0.00 65 65 A-3 Right Wall End 20.50 0.00 359 359 Line C C-1 Left Wall End 20.50 9.50 1725 1725 Line F F-1 Left Wall End 10.00 24.50 619 619 F-1 Right Wall End 20.00 24.50 1239 1239 Line H H-1 Left Wall End 3.50 35.00 206 206 H-1 Right Wall End 20.50 35.00 1148 1146 Line K K-1 Left Wall End 15.00 52.00 893 893 Line L L-1 Right Wall End 15.00 56.50 612 612 Level 2 Drag Strut Line- Position on Wall Location [ft] Force OW Wall or Opening X Y -> <- Line 1 1-6 Left Wall End 0.00 34.50 1888 1886 Line 4 4-2 Left Wall End 15.00 47.50 2106 2106 Line 5 5-2 Left Wall End 20.50 6.00 181 181 5-2 Right Wall End 20.50 22.00 1043 1043 Line 7 7-2 Left Wall End 28.50 38.50 1586 1586 7-2 Right Wall End 28.50 52.00 185 185 Line 8 8-8 Left Wall End 40.00 34.50 1625 1625 8-8 Right Wall End 40.00 52.00 212 212 Line B B-1 Right Wall End 5.00 6.00 235 227 B-2 Left Wall End 15.00 6.00 735 727 B-2 Right Wall End 20.50 6.00 976 976 Line C C-2 Left Wall End 21.50 9.50 857 857 C-2 Right Wall End 25.50 9.50 485 485 C-3 Left Wall End 27.00 9.50 545 545 C-3 Right Wall End 31.00 9.50 173 173 C-5 Left Wall End 36.00 9.50 372 372 Line E E-1 Left Wall End 32.00 22.00 2026 2026 Line G G-1 Left Wall End 28.50 27.00 423 423 Line I I-1 Left Wall End 32.00 38.00 2150 2150 Line K K-3 Left Wall End 25.00 52.00 1191 1191 K-3 Right Wall End 31.00 52.00 429 429 LineL L-1 Right Wall End 4.00 56.50 392 392 L-3 Left Wall End 11.00 56.50 220 220 L-3 Right Wall End 15.00 56.50 612 612 Level 3 Drag Strut Line- Position on Wall Location [ft] Force [Ws] Wall or Opening X Y ---> <-- Line 1 1 1. 1. 1. WoodWorks® Shearwalis Tukwila Lot 3---Lateral Analysis.wsw Jan. 1 , 20 9 06:26:41 DRAG STRUT FORCES ( flexible seismic design, continued) 1-5 Left Wall End 1-5 Right Wall End 1-7 Left Wall End 1-7 Right Wall End Line 2 2-2 Left Wall End 2-2 Right Wall End Line 4 4-1 Left Wall End 4-1 Right Wall End Line 5 5-2 Left Wall End 5-2 Right Wall End Line 6 6-1 Left Wall End 6-1 Right Wall End Line 7 7-1 Left Wall End Line 8 8-6 Left Wall End 8-6 Right Wall End Line B B-1 Left Wall End B-1 Right Wall End B-2 Left Wall End B-2 Right Wall End Line C C-2 Left Wall End C-2 Right Wall End C-4 Left Wall End C-4 Right Wall End C-6 Left Wall End Line D D-1 Left Wall End D-1 Right Wall End Line E E-1 Left Wall End E-1 Right Wall End Line H H-1 Left Wall End Line J J-1 Right Wall End Line K K-2 Left Wall End K-2 Right Wall End K-4 Left Wall End K-4 Right Wall End Line L L-3 Left Wall End L-3 Right Wall End 0.00 24.00 0.00 32.00 0.00 38.50 0.00 52.00 6.00 6.00 6.00 15.50 15.00 31.00 15.00 43.00 20.50 6.00 20.50 21.50 23.00 23.00 23.00 37.00 28.50 52.00 40.00 32.00 40.00 52.00 6.00 6.00 9.50 6.00 16.50 6.00 20.50 6.00, 21.50 9.50 25.50 9.50 27.00 9.50 31.00 9.50 36.00 9.50 2.00 15.00 6.00 15.00 6.00. 21.50 16.50 21.50 28.50 35.00 11.00 41.50 9.00 52.00 15.00 52.00 24.50 52.00 30,00 52.00 19.00 56.50 28.50 56.50 955 955 1232 1232 1490 1490 179 179 234 234 1596 1596 1151 1151 501 501 127 127 743 743 477 477 405 405 2228 2228 1719 1719 242 242 337 337 531 531 924 924 1095 1095 581 581 329 329 369 369 117 117 252 252 70 70 1197 1197 368 368 1443 1443 1759 1759 1913 1913 389 462 71 933 389 482 71 433 491 491 297 297 Legend: Line -Wall - Shearfine 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 ��>�� UU� ��«��KD��"�_"° ~,""��"... Tukwila Lot 3 --- Lateral Anmlysbsmsw Jam.18, 2019 DEFLECTION (flexible seismic design) Wall, segment w Gp oir _ arf v pw u ft » ft Bending A ooU oq.in in Shear Dan in vn |»o Nail slip en in moD /n Hold Deft in Total Don in Level I Line 3 �-z a-*v Ext 59.0 56.50 9.00 8.3 .001 .00s zo .ouo .00n 0.04 o.n« o-xr zot 19.2 .ono u .ono .noo m-^n oxt 59.0 56.50 y'no n.s .noz .ons zn .000 .nuo 0.04 o.o» m-`a zot 19.2 .00a s .uon .00u Line 4 «-z o-mn Both 166.4 21.50 9.00 ze.s .002 'ooy 14 .nno .nnn 0'13 o.z« m-^a Both 166'4 21.50 9.00 16'5 .uoz .00p 14 '000 .ouo 0'17 0.18 Line 5 12 »-z Both z 151.1 21.00 9.00 zn.s .003 .uzo 25 .uuu .00z o.z« 0.16 Both c 57.9 .00 10 .nov .noo 5-2 Both 1 0.0 7.00 9.00 16'5 .ono .oVo o .nnn .00n 0.00 0.00 Both z 0.0 'ouo n .000 .nno Line 1* 8-2 Both oxt 0.0 3.00 9.00 o.s .uuo .uoo u 'ouo .00u 0.00 'o.uu Both zpt 0.0 .000 o .00n .000 8-4 a-mx Ext 116.8 33.00 9.00 o.s .nna .nzs ze .noo .onz 0.06 0.08 a-xm zut 40.1 .uzs zo .ono .000 m-,o oxt 116.8 33.00 9.00 8'3 .003 .013 uy .ouo .uoz 0.09 0.10 n->o zot *0'1 'ozs 10 .000 .000 Line 1 A-z ovtu antu 131'7 «.uo 9.00 o'» .on .007 11 .noo .nnn n.o» 0.55 u-s Both antu 131.7 4.00 9.00 u'y .uzr .007 11 .000 .ouo 0.53 0.55 Line 4 c-z W->o Both cua.s 19.50 y'oo 16.5 .00u .013 uz .nno .000 0.15 0.17 o-,w Both c^a.s 19.50 y'ou 16.5 .noo .ozs 21 .000 .uoo 0.1e 0.20 Line 7 r-1 auuz 1 173.3 10.00 y'ou zs.s .010 .ozs eo .000 .00z 0.32 0.35 Both u zoo'r .ozy o .000 .00n Line 7 s-z oou` z 98.3 17.00 9.00 zs.s .00a .ozz zo .000 .000 0.17 0.18 aptu z 99.6 .011 o .000 .ono Line 4 u-z Line e Both Both zso'o 25.00 9.00 zo's .000 .007 zz .000 .noo n'o 0.12 z-z Both Both ys's 15.00 o'uo o.s .uos .uu«/ . u .uuo 'uuu o'uo 0.21 Wall, segment vV Gp oi, Srf v u h Bending x opn Shear oom vn Nail slip en Don Hold oon Total mnn pn ft ft _sq.in in in lus in in in in Lwou Line 11 z-c Both oxt 010 5.00 9.00 n.» .noo .00n n .ono .oun 0.00 0.00 antu zot 0.0 .ouo o '000 .000 1-4 uvtu oxt 0.0 o'no e'oo u.s .non .000 o .000 .000 0.00 0.00 Both zut 0.0 .000 o 'noo .00u z-e Both Ert 200.8 22.00 9.00 8.3 .00s .022 so 'uoz .00a 0.19 0.22 Both zut 0.0 .000 n .uun .000 Line 4 o-c Line s Both Both »or.o *.00 9.00 zo.s .ozs .oez o .000 ooz 0.41 u.^s 5-2 a-xm z 152.5 zs'oo y'uo za.s .00s .uza us .uoz 0.23 0.25 s->m 2 0.0 .000 n nou .000 m->a z 152.5 za'oo 9.00 1*.5 .00a .016 25 ono 'nnz 0.22 0.24 m-^e u 0.0 .00u o .uoo .000 Line 13 7-1 Both z 0.0 10.50 9.00 zo.s .000 .000 o .uoo .ouo 0.00 0.00 Both 2 0.0 .uoo a �000 'ouo 7-2 sntu z 142.6 13.50 9.00 16.5 .000 .ozs 24 .noo .000 0.26 0.28 Line o Both u 103.7 .011 su .uoz .000 8-2 ontu Ext 0.0 3.00 y oo e.3 .ouo uoo u 000 000 0.00 0.00 Both zut 0.0 .uuo u .uuo .uou n-u Both oxt 0,0 *.50 9.00 8.3 .000 .uon o '000 .uoo 0.00 0.00 Both zut 0.0 .000 n 'oon .nun o-o aocu oxt 0.0 6.50 9.00 8.3 .00u .000 o 'uoo .000 0.00 0.00 Both zut 0.0 .00n n '000 .00u o-o o->m oxt 217.3 17.50 9.00 8.3 .007 .0e3 54 '001 .ous 0.21 0'e4 S-^u zot 0.0 .unu o 'oou .ouo m-»o uxt 217.3 17,50 m'uo_ a.s .nor_ .023_ 54 .00z .00s 0.24 0.28 WoodWorks@ ShearwaUUs Tukwila Lot 3-LateralAm lysis.wmw Jan. 10L2019 DEFLECTION (flexible seismic design, cmmunuwm unmB o-I o-u Line c-z o-» c-s Line o-z Line s-1 Line z-z Line m-z n-3 n-s Line L,1 L,s z 5 4 u u o s m-xo n-xo a-wn n->u o-ww uvtu Both Both Both Both Both autu Both ovtu Both Both Both ontu Both Both ovtx Both Both Both Both ovtu rot Both Both Both ovtu 1 c 1 z z u avtu z c 1 z 1 z z 2 z z o`t r^t out zot 0.0 o.s 6.7 515.9 513.7 189.8 0.0 189.8 0.0 189.8 o.0 452.3 73.7 0.0 480.0 0.0 0.0 0.0 *s».r 0.0 o.o o'o 175.0 u'o os'o o'o 5.00 5.00 5.50 5.50 ^.on 4.00 «.00 8.00 11.50 8.00 4.50 6.00 3.00 4.00 4.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 o.s .001 6.3 .001 o.» .nss o.» .055 zo.s .ozz 16.5 .no 16.5 .nzu 16.5 .uo zu.s oux 16.5 .018 zs.s .nno zo.» .oxa z».s .uoo o.s .ouo 8.3 .ocs .noo .00n .ono .nua .nzo .oun .von .uuo .ono 'ozn .noo .noo .nny .000 .ouu .onn .non .000 .u*y .noo .onv .nnn .ozo .nno 'uzo '000 o o 1 43 m 32 u sz o sz o ao is o 120 n o o 76 o u u z* u zo o .oOn .nnn .nno .00u .ono .000 nou .noo .ono .nnu 'onu .onv .nuo .00u .vuo 'oon .ono .noo .nou .onn .uoo .noo .000 .ono .ono 'nnn_ .00u .000 .noo .ouz .00z .001 .00n .001 .000 .00z .ono .nuz .00u .000 .nso .000 .noo .00u .014 'oon .nnn .00n .00z .000 .noz .uou 1.10 1'10 1.00 1.00 1.10 1.10 1.10 0.59 0.29 0.48 0.00 0.63 0.00 0.87 0.87 --- 1.10 1.10 z.nu 1.09 z.z« 1.14 1.14 u.aa 0.30 0.61 0.00 0.72 0.00 0.91 0.91 Wall, segment vx op cw, Srf v u o Bending * own Shear Dell vq Nall slip en pwn Hold oen Total oef| p|f ft n sq.in in _ in |bs in in in in Le,e/o Line zo ~ 1-3 avtx oxt 0.0 7.00 9.00 8.3 .ono .noo o .000 .nnn 0.00 0.00 antu znt 0.0 .000 o .00u .noo z-o Both Ext ».s 8.00 9.00 8.3 .000 .nnu u .000 .non 0'41 0.42 Both zot 010 .oun o .000 .nno 1-7 Both Eut 185.3 13.50 9.00 o.s .ona .00n ou .00z .007 0.35 0.42 Both zut 0.0 .uuo o .00n .000 Line « z-c Both z 262.6 9.50 9.00 8.3 .nzo .uzo ao .nnz '000 0.39 o.o^ Line 4 o Both z 0.0 .nno o �000 .uoo *-1 Both z 198.2 12.00 9.00 o.» .010 .ozz so .001 .004 o'on 0.33 Both z 0.0 .000. o .ovu .000 *-z Both z 0.0 4'50 9.00 165 .noo .000 o .000 .000 0.00 0.00 Line 5 o antu 2 o.o .noo n .ono .noo u-z Both z 87.8 15.50 9.00 16.5 .ouz .ony ze .ono .voo 0.22 0.23 Line s Both x 0.0 .nno o .00u .nuo o-z sorx 1 71.6 1*.00 9.00 o.s 'voo .noa zu .uon .nno 0.39 0.40 Line a Both z zs.s .000 « .00n 7-1 Both z »y«.r 5.00 9.00 8.3 oos o43 ao .00z .uoe 1.10 1.22 Line zs outx u 154.4 .051 os .nno .ouz 8-2 Both Ext 0.0 3.00 9.00 8.3 .non .000 o .nuo .ono 0.00 0.00 Both znt 0.0 .uuo o .ono' .voo 8-4 antx oxt 0.0 9.00 9.00 8.3 .00u .00n o .uoo .00u 0.00 0.00 Both zot 0.0 .ouo o .nno uoo a-o Both oat 172.1 20.00 9.00 o.s .005 .057 57 .00z .000 0.16 0.25 Line a anto lilt, 0.0 .000 n nou .000 o-z Both z 0.6 3.50 9.00 8.3 .onn .noo o .non .000 z'sr 1.57 Both z 0.2 .00n u .00n .00n a-z ootu z 450�8 4.00 9.00 8.3 .00« .n«e 75 .noz .ozo 1.38 1.53 a"tu 2 185'3 .ouz_ 31 .non .uoz^ ^ Tukwila Lot 3--- Lateral Jam. 18, 2019 DEFLECTION (flexible seismic design, continued) Line a c-z Both z 102.1 4,00 *.00 16.5 .00u .mz 17 .umo .uou 0.84 0.86 Both z o.o .00v n .00O .00n o-4 Both z 102.1 «.nn *.no 16.5 .nox .011 17 '000 .nno O.o* 0.86 autu z 0.0 .000 n .ouo .000 c-o Both z 102.1. *.00 9.00 16.5 .ono .011 17 .000 .noo u.n« 0.86 outu 2 0.0 .ono o .noo .onn ' Line D 4 o-1 Line s antu Both 3e9.4 4.00 9.00 16.5 .Oce .ouz ss 'oVo .001 1.16 1.21 o-z Both 1 1e7.9 10.50 9.00 o.s .015 'ozz ns 'ouo .001 0.52 0.56 Both c 67.4 .022 11 .oun .noo Line « o-1 Both z zos.s 11.50 9.00 8.3 .ozz .026 61 ,001 .007 0.32 0.37 Both o 0.0 .onn o .000 .00u . Line o . o-z Both z 150.7 11.00 9.00 8.3 .011 .uzs 25 .000 .001 0.50 0.53 Line s Both u su.» .017 u 'ono .ouo n-z avtu 1 0.0 *.so 9.00 o'o ono .noV o .Vnn .nOn 0.00 0,00 Both z 0.0 '000 n '000 .000 x-c ontu 1 213.7 6.00 9.00 o.s .ozz .ozo 36 .ouo .00z 0.60 o.s» Both z 0.0 .non n 'ouo .onn K-w Both z 123.7 5.50 9.00 16'5 .007 .oza ez 'nno .uuo 0.63 0.e5 �Lin=L zo Both a 0.0 .noo n .ono .uoo z,o ontu out zos.s 9.50 9.00 o's .noo .034 41 .000 .00u 0.42 o.*« Both zot, 0.0 .nnn o .000 .non Wall, segment - Wall - and second segment on Wall 3onShearlineg W Gp - Wall design group, refer to Sheathing and Framing Materials "°' Force direction orf-Wallnurface,mterimor exterior for perimeter walls, /mufor interior partitions tored force per unit foot onwall segment ~AOoforcelO.ru b - Width of wall segment between openings h - Wall height Dell-Hmizonhl shearwall deflection due mgiven term: Bending ~ovoA3/smb;x-Cross sectional area of segmentmnd stud mod. ofelasticity mFraming Materials table Shear = vh / Gt; Gt - Shear stiffness from SoPwS C4.3.32, valuemmSheathing m Nail From SDPWSTable ��2D,- Vn Unfactored shear force per nail along panel edge 1, WoodWorks@ ShearwakUs Tukwila Lot 3--Lateral Anal*sis.nwsnv Jan. 18. 2019 HOLD-DOWN DISPLACEMENT (flexible seismic desigh Wall, segment oir Mold' down Uplift force lbs Manuf Add in in ua in Pf lbs ua in nx,inx ua in orush+ Extra in Total ma In - Hold mefl ;n Level I � Line z-z s-,u uo7 707 .ozs 000 0.015 - - 0.176 v.o^ o'za 0'04 n-m no7 e535 .054 .nno o.ns* - - 0.176 0.04 0.27 0.04 Line 4 *-z o-/m eo19(1-1 1515 .014 '000 0.014 758 .onn 0.176 0.04 o.»z 0.13 m->o un19(1-1 5196 .047 .000 0.047 zsoo .139 0.176 0.04 n.«O 0.17 Line s-z Both aozy<z-z 1904 '017 .noo 0.017 yuz .00z 0.176 0.04 o.»z 0.14 a-z uptu aoy u .000 .noo 0,000 - - 0,000 0.00 0.00 0.00 Line n-z autu oozz o .oun .000 0.000 - - 0.000 0.00 0.00 v_nn o-o a->m oov 1:23 .nzz .000 0.022 - - 0.176 o.o^ u.u« Mu m-,o aoy 6435 .000 .nnz 0,099 - - o.os o.n^ 0.31 o.oe Line x-z ontu aoy 1264 .ozo .000 0.019 - - 0.176 0.04 o�23 0.53 a-3 Both uoo z000 .nzo .000 0.019 - - 0.176 o.u« o.z» 0.53 Line o-z n-,u on19(1-1 uum .neo .000 0.020 zzzo 'oya 0.176 0.04 0.33 0.15 o-`w uozo(z-z som .o«s .uon 0.046 2525 .137 0.176 0.04 0.40 0.18 Line r-z Both 3268 .oup .noo 0.030 zoso .zzz 0.176 0.04 0.36 0.32 Line* a-z ovtu .nuzs/z-z oo19(1-1 1807 .016 .000 0.016 yo* .00n o'os u.o« 0.32 0.17 Line K u-z Both no19(1-1 1236 .ozz .00v 0.011 618 .00z 0.176 o'ox 0.31 0.11 Line L-z entu aozy<z-z 2534 .023 .00u 0.023 1267 .zuo 0.176 o.o^ o.»o 0.20' xxax. Mv|d' un|wx slonu/cusw Slippage Shrink Cmsh+ Tnux| Mv|m seenoe,a oi, down force Man", Add ua pv ua uw Extra ua oew |us in in in |us in ° in in in In Level + Line z-z Both xoe n .ouo .onn 0.000 - - o'oon 0.00 0.00 0.00 1-4 Both ao7 o .000 .000 0.000 - - 0,000 0.00 0.00 0.00 1-6 Both eos znun .zos .00z o./or - - 0'319 0.04 0'47 0.19 Line ^-z aoru uoIz asoo .osz 'nnz 0.055 - - o.»zo o.n* 0.41 0.41 Line 0 s-a o->n ao7 zzyn .0*7 .001 0'047 - - 0.319 0.04 0.41 0.23 m-,o uo7 1395 .nsn .001 0.030 - - 0.319 o.u^ 0.39 v.zo Line 7-1 Both ane o .nno .000 0.000 - - ».onu 0.00 0.00 0.00 r-z Both xos zzs* 034 .001 0.035 - - 0.319 o.o^ o.s 0.26 Line n-z Both aozz n .onn nou 0.000 - - 0.000 0.00 0.00 0.00 o-* uvtx uoo o .oun .000 0.000 . - - 0.000 0.00 0.00 0.00 a-o Both xor o .uon .000 0.000 - - 0.000 0.00 0.00 0.00 o-e o-/m ao7 zyn« .042 .001 0'043 - - 0.319 0.04 0.40 0.21 ' w-^a oo7 sozz .zoo .002 0.10e - - 0.319 0.04 0.47 0.24 Line a-z w-`s aozo /z- 41 .zso^ .vuo 0.250 - - 0�319 0.04 u�az 1.10 E->W eo19 (1- ao .00~ .000 0.e50 - - 0.319 0.04 0.61 1.10 a-u v-,o eozo /1- 4e64 .250° .00z 0.252 - - n.»zy n.u^ 0.61 1.00 u-^w oo19 (z- zoesu .zso` .004 0.254 - - 01319 0.04 0.61 1.0e Line c-a Both uozo(z-z oona .ous .onz 0.026 z«oz .mx 0.319 o,o^ u.«e 1.10 c-s Both ooa,z-z zoox .025 .uoz 0.026 1401 m« 0.319 o�ow 0.49 1.10 o-s outx ao19(1-1 uoos .nus .001 0.026 1401 .104 0.319 0.04 0.49 1.10 Line ' o-z ovtu xo19(1-1 mnz .038 .001 0.039 2101 .125 0.319 0.04 0.52 n�sy Line s-z uvtu uozz 678 .om .noo n-om - - n�319 0.04 0.37 0.29 Line ' z-z Line Both unzz «mo .nss .onz 0.066 - - 01319 0.04 D. 43 o.«o n-z avcu oc19o-1 o no .nnn 0.000 1 .uuu 0.000 0.00 0.00 0.00 x-s� outu uoo 4261 .00z .002 0.063 - - 0.319 n.o* 0.42 0.63 ' x-s emtu Ho19(1-1 , 0 .uoo .nnu 0.000_ 1 .noo� 01000 0100 0.00 0.00 WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2019 06:26:41 HOLD-DOWN DISPLACEMENT ( flexible seismic design, conti ed) Line L L-1 L-3 Both Both HD9 HD9 1680 1680 .026 .026 .001 .001 0.026 0.026 - - - - D.319 0.319 0.04 0.04 0.39 0.39 0.87 0.87 Wall, segment Dir Hold- down Uplift force lbs Elong 1 Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 3 Line 1 1-3 Both HD5 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-5 Both HD5 146 .008 .000 0.009 - - 0.319 0.04 0.37 0.41 1-7 Line 2 2-2 Line 4 Both Both HD5 HD7 2926 2427 .169 .051 .002 .001 0.171 0.052 - - - - 0.319 0.319 0.04 0.04 0.53 0.41 0.35 0.39 4-1 Both HD7 1822 .039 .001 0.039 - - 0.319 0.04 0.40 0.30 4-2 Line 5 5-2 Line 6 6-1 Une7 7-1 Line 8 Both Both Both Both HD7 HD7 HD19 (1- HD19 (1- 0 803 870 5202 .000 .017 .250* .250* .000 .000 .000 .002 0.000 0.017 0.250 0.252 - - - - - - - - 0.000 0.319 0.319 0.319 0.00 0.04 0.04 0.09. 0.00 0.38 0.61 0.61 0.00 0.22 0.39 1.10 8-2 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-4 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 8-6 Line B B-1 Both Both HD9 HD19 (1- 3027 8 .046 .250* .001 .000 0.047 0.250 - - - - 0.319 0.319 0.04 0.04 0.41 0.61. 0.18 1.57 13-2 Line C C-2 Both Both HD19 (1- HD9 6107 980 .250* .015 .002 .000 0.252 0.015 - - - - 0.319 0.319 0.04 0.04 0.61 0.37 1.38 0.84 C-4 Both HD9 980 .015 .000 0.015 - - 0.319 0.04 0.37 0.84 C-6 Line D 0-1 Line E E-1 Line H 11-1 Line J J-1 Line K K-1 Both Both Both Both Both Both HD9 HD19(1-1 HD19 (1- HD7 HD19 (1- HD7 980 3839 2445 2240 1850 0 .015 .035 .250* .048 .250* .000 .000 .001 .001 .001 .001 .000 0.015 0.036 .0.251 0.048 0.251 0.000 - 1.917 - - - - - .119 - - - - 0.319 0.319 0.319 0.319 0.319 0.000 0.04 0.04 0.04 0.04 0.04 0.00 0.37 0.51 0.61 0.41 0.61 0.00 0.84 1.16 0.52 0.32 0.50 0.00 11-2 Both HD7 2007 .093 .001 0.043 - - 0.319 0.04 0.40 0.60 11-4 Line L L-3 Both Both HD7 HD2A 1166 1139 .025 .082 .000 .002 0.025 0.083 - - - - 0.319 0.319 0.04 0.09 0.38 0.49 0.63 0.42 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Walf 3 on Sheariine B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement ` - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL /( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given th4vlacernentiegongatlan from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfacfored uplift force P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-fo-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing of compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. WoodWorks® Shearwalls Tukwila Lot 3---Lateral Analysis.wsw Jan. 18, 2011 06:26:41 Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Deft — Horizontal deflection = h/b x da- (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table WoodWorks® Shearwalls Tukwila Lot 3--Lateral Analysis.wsw Jan. 18, 2019 06:26:41 STORY DRIFT flexible seismic design) Level Dir Wall - height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.17 2.70 N->S 0.18 4 0.72 0.00 0.00 0.00 0.27 0.00 S->N 0.18 4 0.72 0.00 0.00 0.00 0.27 0.00 E->W 0.55 A 2.21 0.00 0.00 0.00 0.82 0.00 W->E 0.55 A 2.21 0.00 0.00 0.00 0.82 0.00 2 9.00 10.17 2.70 N->S 0.45 4 1.80 20.20 0.24 0.96 0.67 0.36 S->N 0.45 4 1.80 20.20 0.24 0.96 0.67 0.36 E->W 1.14 C 4.54 28.75 0.35 1.39 1.68* 0.52 W->E 1.14 C 4.54 28.75 0.35 1.39 1.68* 0.52 3 9.00 9.00 2.70 N->5 1.22 7 4.87 19.94 0.23 0.93 1.80* 0.34 S->N 1.22 7 4.87 19.94 0.23 0.93 1.80* 0.34 E->W 1.57 B 6.27 28.26 0.46 1.85 2.32* 0.69 W->E 1.57 B 6.27 28.26 0.46 1.85 2.32* 0.69 ASCE 7 Eqn 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearfine on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between This level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection_ Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3--Lateral Analysis.wsw 1992 WoodWorks® Shearwalls 10.31 Elevation View Shearline 4, at X = 15 ft, Level 1 To 3. Flexible Diaphragm Wind Design. 1992 Jan. 17, 2019 23:43:07 3017 I 301 7 35.3 1093 35.3 4-1 166.0 776 352 35.3 53.4 S 1526 S 15Fel` 2537 4-1 53.4 4-2 335.2 53.4 S 152J 4-1 S 3103 S 3103 S 1526 S 1278S 1526 S3103 S4381 35' 30' 25' 20' 15' 10' 5' 0' 5' 10' 15' 20' 25' 30' 3540' 45' 50' 55' 60' 65' South North 1 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Tukwila Lot 3---Lateral Analysis.wsw WoodWorks® Shearwalls 10.31 1665 2505 Elevation View ShearHole 4, at X 15 ft, Levei 1 To 5, Flexible Dapitragtri Selk,,mic Design, 1665 Jan. 17, 2019 23:43:07 45' 40' 29.5 1151 r 29.5 4-1 138.8 501 29.5 29.5 4-2 ea 25051_ 44,3 S 1275 44 S 1275 4-1 2106 44.3 4-2 278.3 44.3 s W% 4-1 11 S 2576 S 2576 S 1275 S 1061S 1275 S 2576 S 3637 FActord out-of-p:anf force Fp (pli) Anchor.:ige: Wail: 7.4 35' 30' 20' 15' 10' 5' 0' 0' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' South iNitetb Project: Tukwila Lot 3 Beam ID: RT-B Description: Roof Trusses Selection 5-118x 13-1/2 GLB 24F-V4 DF/DF Lu = 2.0 Ft Min Bearing Area R1= 10.5 in2 R2= 10.5 in2 (1.5) DL Defl= 0.26 in Recom Camber= 0.39 in Data Beam Span 14.0 Reaction 1 LL 6838 # Reaction 2 LL 4200 # Beam Wt per ft 16.81 Reaction 1 TL 6838 # Reaction 2 TL 4200 # Bm Wt Included 235 Maximum V 6838 # Max Moment 23932 Max V (Reduced) 5739 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 316LL Actual Defl L / 614 Attributes Section (in3) Shear (in2) IL Defl (in) LL Defl Actual 155.67 69.19 0.53 0.27 Critical 120.00 35.87 0.70 0.47 Status OK OK OK OK Ratio 77% 52% 76% 59% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2393 240 1.8 650 Adjustments Cv Volume 1.000 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 Cl Stability 0.9972 Rb = 5.04 Le = 4.12 Ft Loads Uniform TL: 960 = A Uniform LL: 600 Project: Tukwila Lot 3 Beam ID: RT-C Description: Roof Trusses Date: 1/07/19 Prepared by: HK Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 2.0 Ft Min Bearing Area R1= 10.5 in' R2= 10.5 in2 (1.5) DL Defl= 0.26 in Recom Camber= 0.39 in Data Beam Span 14.0 Reaction 1 LL 6838 # Reaction 2 LL 4200 # Beam Wt per ft 16.81 Reaction 1 TL 6838 # Reaction 2 TL 4200 # Bm Wt Included 235 Maximum V 6838 # Max Moment 23932 Max V (Reduced) 5739 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 316LL Actual Defl L / 614 Attributes Section (in3) Shear (in2) TL Defl LL Defl Actual 155.67 69.19 0.53 0.27 Critical 120.00 35.87 0.70 0.47 Status OK OK OK OK Ratio 77% 52% 76% 59% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2393 240 1.8 650 Adjustments Cv Volume 1.000 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 Cl Stability 0.9972 Rb = 5.04 Le = 4.12 Ft Loads Uniform TL: 960 = A Uniform LL: 600 Project: Tukwila Lot 3 Beam ID: UWH-01 & 02 & 03 Description: Upper Wall Headers Date: 1/18/19 Prepared by: HK Selection 4x 10 DF North #1 Lu = 3.0 Ft Min Bearing Area R1= 3.1 in' R2= 3.1 in2 (1.5) DL Defl— <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1936 # Reaction 2 LL 1200 # Beam Wt per ft 7.87 Reaction 1 TL 1936 # Reaction 2 TL 1200 # Bm Wt Included 31 Maximum V 1936 # Max Moment 1936 Max V (Reduced) 1190 # TL Max Defl L / 24OLL Max Defl L / 360 L/<-1000 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 22.87 9.91 0.20 0.13 Status OK OK OK OK Ratio 46% 31% 9% 7% 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: 960 = A Uniform LL: 600 Project: Tukwila Lot 3 Beam ID: UWH-04 Description: Upper Wall Headers Date: 1/18/19 Prepared by: HK Selection 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 5.0 Ft Min Bearing Area R1= 4.9 in2 R2= 4.9 in2 (1.5) DL Defl= 0.07 in Data Beam Span 8.0 Reaction 1 LL 3884 # Reaction 2 LL 2400 # Beam Wt per ft 10.97 Reaction 1 TL 3884 # Reaction 2 TL 2400 # Bm Wt Included 88 Maximum V 3884 # Max Moment 7768 Max V (Reduced) 2923 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 705 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.14 0.07 Critical 41.31 14.14 0.40 0.27 Status OK OK OK OK Ratio 50% 34% 34% 26% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2257 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 0.9696 Rb -- 10.95 Le = 10.30 Ft Loads Uniform TL: 960 = A Uniform LL: 600 Project: Tukwila Lot 3 Beam ID: UWH-05 & 06 & 12 & 13 Description: Upper Wall Headers Date: 1/18/19 Prepared by: HK Selection 4x 8 DF North #2 Lu = 5.0 Ft Min Bearing Area R1= 1.1 in2 R2= 1.1 in2 (1.5) DL Defl = 0.05 in Data Beam Span 8.0 Reaction 1 LL 665 # Reaction 2 LL 400 # Beam Wt per ft 6.17 Reaction 1 TL 665 # Reaction 2 TL 400 # Bm Wt Included 49 Maximum V 665 # Max Moment 1329 Max V (Reduced) 564 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 931 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in') TL Defl (in) LL Defl Actual 30.66 25.38 0.10 0.05 Critical 14.53 4.70 0.40 0.27 Status OK OK OK OK Ratio 47% 19% 26% 19% Fb (psi) Fv (psi) E (psi x Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1098 180 1.6 625 Adjustments CF Size Factor1.300 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 0.9938 Rb = 8.41 Le = 9.96 Ft Loads Uniform TL: 160 = A Uniform LL: 100 Project: Tukwila Lot 3 Beam ID: UWH-08 & 09 & 10 Description: Upper Wall Headers Date: 1/18/19 Prepared by: HK Selection 4x 10 DF North #2 Lu = 4.0 Ft Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 Reaction 1 LL 720 # Reaction 2 LL 450 # Beam Wt per ft 7.87 Reaction 1 TL 720 # Reaction 2 TL 450 # Bm Wt Included 39 Maximum V 720 # Max Moment 900 Max V (Reduced) 498 # 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 49.91 32.38 0.01 <0.01 Critical 10.65 4.15 0.25 0.17 Status OK OK OK OK Ratio 21% 13% 5% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1014 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 0.9940 Rb = 8.64 Le = 8.24 Ft Loads Uniform TL: 280 = A Uniform LL: 180 Project: Tukwila Lot 3 Beam ID: UWH-07 & 11 Description: Upper Wall Headers Date: 1/18/19 Prepared by: HK Selection 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 5.0 Ft Min Bearing Area R1= 4.9 in2 R2= 4.9 in (1.5) DL Defl= 0.07 in Data Beam Span 8.0 Reaction 1 LL 3884 # Reaction 2 LL 2400 # Beam Wt per ft 10.97 Reaction 1 TL 3884 # Reaction 2 IL 2400 # Bm Wt Included 88 Maximum V 3884 # Max Moment 7768 Max V (Reduced) 2923 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 705 LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.14 0.07 Critical 41.31 14.14 0.40 0.27 Status OK OK OK OK Ratio 50% 34% 34% 26% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2257 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 CI Stability 0.9696 Rb = 10.95 Le = 10.30 Ft Loads Uniform TL: 960 = A Uniform LL: 600 Project: Tukwila Lot 3 Beam ID: UFB-01 Description: Upper Floor Beam Date: 1/07/19 Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 10.1 in' R2= 5.3 in2 (1.5) DL Defl= 0.05 in Data Beam Span 8.5 Reaction 1 LL 7579 # Reaction 2 LL 4402 # Beam Wt per ft 22.97 Reaction 1 TL 3959 # Reaction 2 TL 2178 # Bm Wt Included 195 Maximum V 7579 # Max Moment 14095 Max V (Reduced) 6934 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in') TL Defl (in) LL Defl Actual 171.50 73.50 0.09 0.04 Critical 59.33 35.87 0.43 0.28 Status OK OK OK OK Ratio 35% 49% 21% 15% 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 CI Stability 0.9898 Rb = 8.68 Le = 12.36 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 4200 B = 6838 2.0 H = 100 0 8.5 75 I 1200 8.5 125 J = 2000 8.5 1 Project: Tukwila Lot 3 Beam ID: UFB-02 Description: Upper Floor Beam Date: 1/07/19 Prepared by: HK Selection 7x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area RI= 13.3 in2 R2= 7.8 in2 (1.5) DL Defl= 0.46 in Data Beam Span 18.75 Reaction 1 LL 9986 # Reaction 2 LL 5845 # Beam Wt per ft 30.63 Reaction 1 TL 5818 # Reaction 2 TL 3653 # Bm Wt Included 574 Maximum V 9986 # Max Moment 40492 Max V (Reduced) 8715 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 243 LL Actual Defl L / 483 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 228.67 98.00 0.93 0.47 Critical 170.45 45.08 0.94 0.63 Status OK OK OK OK Ratio 75% 46% 99% 74% 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 0.9983 Rb = 3.76 Le = 4.12 Ft Loads Uniform TL: 138 = A Uniform LL: 100 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2178 B = 3960 6.0 H = 80 0 6.0 475 I - 7600 6.0 50 J = 80 0 6.0 180 K = 248 6.0 18.75 Project: Tukwila Lot 3 Beam ID: UFB-03 Description: Upper Floor Beam Date: 1/07/19 Prepared by: HK Selection 5-1/4x 16 2.0E TJ Parallam W.S. PSL Lu 2.0 Ft Min Bearing Area R1= 15.3 in2 R2= 13.8 in2 (1.5) DL Defl = 0.19 in Data Beam Span 12.0 Reaction 1 LL 11462 # Reaction 2 LL 6647 # Beam Wt per ft 26.25 Reaction 1 TL 10320 # Reaction 2 TL 6218 # Bm Wt Included 315 Maximum V 11462 # Max Moment 42403 Max V (Reduced) 10880 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 385 LL Actual Defl Attributes Section (in3) Actual 224.00 84.00 Critical 181.16 56.28 Status OK OK Ratio 81% 67% Fb (psi) Values Reference Values Adjusted Values 2809 290 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 0.9965 Rb = 5.36 Le = 4.12 Ft Shear (in2) TL Defl (in) 0.37 0.19 0.60 0.40 OK OK 62% 47% Fv (psi) E (psi x mil) Fc (ps 2900 290 2.0 750 2.0 750 L / 772 LL Defl Loads Uniform TL: 110 = A Uniform LL: 80 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 5845 B = 9986 4.0 H = 100 0 12.0 4560 C = 6561 8.0 75 I = 1200 12.0 50 J = 80 0 12.0 Project: Tukwila Lot 3 Beam ID: UFB-04 Description: Upper Floor Beam Date: 1/07/19 Prepared by: HK Selection 7x 14 2.0E TJ Parailam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 8.7 in2 R2= 8.7 in2 (1.5) DL Defl= 0.29 in Data Beam Span 19.0 Reaction 1 LL 6561 # Reaction 2 LL 4560 # Beam Wt per ft 30.63 Reaction 1 TL 6561 # Reaction 2 TL 4560 # Bm Wt Included 582 Maximum V 6561 # Max Moment 31164 Max V (Reduced) 5755 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 313 LL Actual Defl L/519 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 228.67 98.00 0.73 0.44 Critical 131.18 29.77 0.95 0.63 Status OK OK OK OK Ratio 57% 30% 77% 69% 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 CI Stability 0.9983 Rb = 3.76 Le = 4.12 Ft Loads Uniform TL: 660 = A Uniform LL: 480 Project: Tukwila Lot 3 A5 Beam ID: UFB-05 & 06 Description: Upper Floor Beam Date: 1/18/19 Prepared by: HK Selection 3-1/2x 14 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 2.6 in2 R2= 2.6 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 7.0 Reaction 1 LL 1979 # Reaction 2 LL 1400 # Beam Wt per ft 15.31 Reaction 1 TL 1979 # Reaction 2 FL 1400 # Bm Wt Included 107 Maximum V 1979 # Max Moment 3463 Max V (Reduced) 1319 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L >1000 LL Actual Defl L/>1000 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.02 0.01 Critical 14.58 6.82 0.35 0.23 Status OK OK OK OK Ratio 13% 14% 6% 6% 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 0.9888 Rb = 7.52 Le = 4.12 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Project: Tukwila Lot 3 Beam ID: UFB-09. 08, 07 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 3.0 Ft Min Bearing Area R1= 10.0 in2 R2— 10.0 in2 (1.5) DL Defl= 0.17 in Data Beam Span 14.0 Reaction 1 LL 7476 # Reaction 2 LL 5320 # Beam Wt per ft 22.97 Reaction 1 TL 7476 # Reaction 2 TL 5320 # Bm Wt Included 322 Maximum V 7476 # Max Moment 26165 Max V (Reduced) 6230 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 383 LL Actual Defl L/615 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.44 0.27 Critical 110.14 32.22 0.70 0.47 Status OK OK OK OK Ratio 64% 44% 63% 59% 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 0.9953 Rb = 6.14 Le = 6.18 Ft Loads Unifoun TL: 1045 = A Uniform LL: 760 Project: Tukwila Lot 3 Beam ID: UFB-10 Description: Upper Floor Beam Date: 1/07/19 Prepared by: HK Selection 7x 14 2.0E TJ Parallam W.S. PSL Lu - 2.0 Ft Min Bearing Area R1= 14.9 in2 R2= 14.9 in2 (1.5) DL Defl= 0.27 in Data Beam Span 14.0 Reaction 1 LL 11169 # Reaction 2 LT, 6685 # Beam Wt per ft 30.63 Reaction 1 TL 11169 # Reaction 2 TL 6685 # Bm Wt Included 429 Maximum V 11169 # Max Moment 39093 Max V (Reduced) 9308 # FL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 312LL Actual Defl L / 627 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 228.67 98.00 0.54 0.27 Critical 164.56 48.14 0.70 0.47 Status OK OK OK OK Ratio 72% 49% 77% 57% Fb (psi) Fv (psi) E (psi x mil) Pc (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 0.9983 Rb = 3.76 Le = 4.12 Ft Loads Uniform TL: 385 = A Uniform LL: 280 Par Unif LL Par Unif TL Start End H= 100 0 14.0 75 I = 1200 14.0 600 J = 9600 14.0 Project: Tukwila Lot 3 Beam ID: UFB-11 & 12 & 13 Description: Upper Floor Beam Date: 1/18/19 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Min Bearing Area R1= 4.1 in2 R2= 4.1 in2 (1.5) Data Beam Span 14.0 Reaction 1 LL 3101 # Reac Beam Wt per ft 12.99 Reaction 1 TL 3101 Bm Wt Included 182 Maximum V 3101 Max Moment 10853 Max V (Reduced) 2663 TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 344 LL Actual Defl Attributes Section (in3) Shear (inz) TL Defl (in) Actual 82.26 41.56 0.49 0.21 Critical 45.28 13.77 0.70 0.47 Status OK OK OK OK Ratio 55% 33% 70% 45% Fb (psi) Fv (psi) E (psi x mil) Values Reference Values 2900 290 2.0 750 Adjusted Values 2877 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 1,0O Cl Stability 0.9908 Rb = 6.92 Le = 4.12 Ft Loads Unifonn TL: 330 = A Uniform LL: 240 Par Unif TL Start End H= 100 0 14.0 Lu = 2.0 Ft DL Defl= 0.28 in tion 2 LL 1680 # # Reaction 2 TL 1680 # L / 792 LL Defl Fc (psi) Project: Tukwila Lot 3 Beam ID: MWH-01 Description: Main Wall Header Prepared by: HK Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.9 in' R2= 1.9 in' (1.5) Defl= <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1166 # Reaction 2 LL 650 # Beam Wt per ft 7.87 Reaction 1 TL 1166 # Reaction 2 TL 650 # Bm Wt Included 31 Maximum V 1166 # Max Moment 1166 Max V (Reduced) 716 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L />1000 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 13.78 5.97 0.20 0.13 Status OK OK OK OK Ratio 28% 18% 6% 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: 275 = A Uniform LL: 200 Par Unif LL Par Unif TL Start End H = 1 00 0 4.0 75 I =1200 4.0 50 J = 80 0 4.0 Project: Tukwila Lot 3 Beam ID: MWH-02 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 5-1/4x 9-1/4 2.0E TJ Parallam W.S. PSL Lu = 4.5 Ft Min Bearing Area R1= 9.6 in2 R2= 5.7 in2 (1.5) DL Defl = 0.08 in Data Beam Span 6.5 Reaction 1 LL 7165 # Reaction 2 LL 4104 # Beam Wt per ft 15.18 Reaction 1 TL 4250 # Reaction 2 TL 2411 # Bm Wt Included 99 Maximum V 7165 # Max Moment 13137 Max V (Reduced) 6710 # TL Max Defl L / 24OLL Max Dell L / 360 TL Actual Defl L / 508LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.15 0.07 Critical 53.06 34.71 0.33 0.22 Status OK OK OK OK Ratio 71% 71% 47% 33% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2971 290 2.0 750 Adjustments CF Size Factor1.029 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 0.9954 Rb = 6.11 Le = 9.27 Ft Loads Unifoiiii TL: 275 = A Uniform LL: 200 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 4402 B = 7579 2.0 H = 100 0 6.5 75 I = 120 0 6.5 50 J = 80 0 6.5 Project: Tukwila Lot 3 Beam ID: MWH-05 Description: Main Wall Header Date: 1/08/19 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= Data Beam Span 3.0 Beam Wt per ft Bin Wt Included Max Moment 380 <0.01 in. Reaction 1 LL 507 # Reaction 2 LL 233 # 7.87 Reaction 1 TL 507 # Reaction 2 TL 233 # 24 Maximum V 507 # Max V (Reduced) 246 # 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 49.91 32.38 Critical 4.49 2.05 Status OK OK Ratio 9% 6% Fb (psi) Values Reference Values Adjusted Values 0.00 <0.01 0.15 0.10 OK OK 1% 1% Fv (psi) 850 180 1016 180 E (psi x mil) Fc (psi) 1.6 625 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: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 3.0 75 I = 1200 3.0 Project: Tukwila Lot 3 Beam ID: MWH-06 & 07 Description: Main Wall Header Date: 1/08/19 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 3.0 Reaction 1 LL 507 # Reaction 2 LL 233 # Beam Wt per ft 7.87 Reaction 1 TL 507 # Reaction 2 TL 233 # Bm Wt Included 24 Maximum V 507 # Max Moment 380 Max V (Reduced) 246 # 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 0.00 <0.01 Critical 4.49 2.05 0.15 0.10 Status OK OK OK OK Ratio 9% 6% 1% 1% 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: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 3.0 75 1=1200 3.0 Project: Tukwila Lot 3 Beam ID: MWH-08 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 3-1/2x 9-1/4 2.0E TJ ParaIlam W.S. PSL Lu — 6.0 Ft Min Bearing Area RI= 6.8 in' R2= 6.8 in' (1.5) DL Dell= 0.11 in Data Beam Span 7.0 Reaction 1 LL 5093 # Reaction 2 LL 3080 # Beam Wt per ft 10.12 Reaction 1 TL 5093 # Reaction 2 TL 3080 # Bm Wt Included 71 Maximum V 5093 # Max Moment 8913 Max V (Reduced) 3971 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L 396LL Actual Defl L / 786 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.21 0.11 Critical 36.81 20.54 0.35 0.23 Status OK OK OK OK Ratio 74% 63% 61% 46% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2906 290 2.0 750 Adjustments CF Size Factor1.029 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 0.9735 Rb = 10.47 Le = 12.09 Ft Loads Uniform TL: 385 = A Uniform LL: 280 Par Unif LL Par Unif TL Start End H = 100 0 7.0 600 J=9600 TO Project: Tukwila Lot 3 Beam ID: MWH-09 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 3-1/2x 9-1/4 2.0E Ti Parallam W.S. PSL Lu 6.0 Ft Min Bearing Area R1= 6.8 in2 R2= 6.8 in2 (1.5) DL Defl= 0.11 in Data Beam Span 7.0 Reaction 1 LL 5093 # Reaction 2 LL 3080 # Beam Wt per ft 10.12 Reaction 1 TL 5093 # Reaction 2 TL 3080 # Bm Wt Included 71 Maximum V 5093 # Max Moment 8913 Max V (Reduced) 3971 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 396 LL Actual Defl Attributes Actual Critical Status Ratio Section (in3) 49.91 32.38 36.81 20.54 OK OK 74% 63% Shear (in2) TL Defl (in) 0.21 0.11 0.35 0.23 OK OK 61% 46% L / 786 LL Defl Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2906 290 2.0 750 Adjustments CF Size Factor1.029 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 0.9735 Rb = 10.47 Le = 12.09 Ft Loads Uniform TL: 385 = A Uniform LL: 280 Par Unif LL Par Unif TL Start End H = 100 0 7.0 600 J=9600 7.0 Project: Tukwila Lot 3 Beam ID: MWH-10 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 4x 10 DF North #2 Lu = 6.0 Ft Min Bearing Area RI= 1.1 in2 R.2= 1.1 in2 (1.5) DL Defl = 0.03 in Data Beam Span 8.0 Reaction 1 LL 671 # Reaction 2 LL 400 # Beam Wt per ft 7.87 Reaction 1 TL 671 # Reaction 2 IL 400 # Bm Wt Included 63 Maximum V 671 # Max Moment 1343 Max V (Reduced) 542 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 AtL ibutes Section (in3) Shear (in2) IL Defl (in) LL Defl Actual 49.91 32.38 0.05 0.02 Critical 15.95 4.52 0.40 0.27 Status OK OK OK OK Ratio 32% 14% 13% 9% Fb (psi) Fv (psi) E (psi x mil) Pc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1011 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 0.9907 Rb = 10.47 Le = 12.09 Ft Loads Uniform TL: 160 = A Uniform LL: 100 Project: Tukwila Lot 3 Beam ID: MWH-11 Description: Main Wall Header Date: 1/08/19 Prepared by: HK Selection 3-1/2x 9-1/4 2.0E TJ ParaIlam W.S. PSL Lu 5.0 Ft Min Bearing Area R1= 7.1 in2 R2= 5.1 in2 (1.5) DL Defl= 0.04 in Data Beam Span 5.0 Reaction 1 LL 5336 # Reaction 2 LL 3580 # Beam Wt per ft 10.12 Reaction 1 TL 3841 # Reaction 2 TL 2516 # Bm Wt Included 51 Maximum V 5336 # Max Moment 9993 Max V (Reduced) 5074 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 645 LL Actual Defl Attributes Actual Critical Status Ratio Section (in3) 49.91 32.38 40.71 26.24 OK OK 82% 81% Shear (in2) TL Defl (in) 0.09 0.05 0.25 0.17 OK OK 37% 32% L / >1000 LL Defl Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2946 290 2.0 750 Adjustments CF Size Factor1.029 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 0.9868 Rb - 9.66 Le = 10.30 Ft Loads Uniform TL: 110 Point LL Point TL 5320 B = 7476 2.0 75 = A Uniform LL: 80 Distance Par Unif LL Par Unif TL Start End H = 100 0 5.0 = 1200 5.0 Project: Tukwila Lot 3 Beam ID: MFB-01 Description: Main floor Beams Prepared by: HK Selection 7x 16 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 16.1 in2 R2= 10.9 in2 (1.5) DL Defl= 0.31 in Data Beam Span 18.0 Reaction 1 LL 12050 # Reaction 2 LL 7880 # Beam Wt per ft 35.0 Reaction 1 TL 8200 # Reaction 2 IL 5080 # Bm Wt Included 630 Maximum V 12050 # Max Moment 45512 Max V (Reduced) 11063 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 317LL Actual Defl L / 586 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 298.67 112.00 0.68 0.37 Critical 194.44 57.22 0.90 0.60 Status OK OK OK OK Ratio 65% 51% 76% 61% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) 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 Cl Stability 0.9972 Rb = 4.02 Le = 4.12 Ft Loads Uniform TL: 605 = A Uniform LL: 440 Point LL Point TL Distance Par Unif TL Start End 5040 B = 6930 4.0 H= 100 0 18.0 Project: Tukwila Lot 3 Beam ID: MFB-02 Description: Main floor Beams Date: 1/18/19 Prepared by: HK Selection 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 2.0 Ft Lu @OH = 0.0 Ft Min Bearing Area R1= 1.1 in2 R2= 1.9 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 Reaction 1 LL 902 # Reaction 2 LL 718 # Beam Wt per ft 10.97 Reaction 1 TL 1520 # Reaction 2 TL 942 # Bm Wt Included 77 Maximum V 1078 # 2.0 ft Max Moment 1030 Max V (Reduced) 686 # 7.0 ft TL Max Defl L / 240 LL Max Defl L / 360 L / < -1000 TL Actual Defl L / >1000 LL Actual Defl L / >1000 L/<-1000 Attributes Section (in3) Shear (in2) IL Defl (in) LL Defl Actual 82.26 41.56 0.01 <0.01 -0.01 -0.01 Critical 5.36 3.32 0.25 0.17 0.20 0.13 Status OK OK OK OK OK OK Ratio 7% 8% 2% 3% 3% 4% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2306 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 CI Stability 0.9907 Rb = 6.92 Le = 4.12 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 385 = A Uniform LL: 300 (Uniform Ld on Backspan) Par lJnif LL Par Unif TL Start End K = 100 (OH)0 2.0 80 L = 110 (OH) 0 2.0 Project: Tukwila Lot 3 Beam ID: MFB-03 Description: Main floor Beams Date: 1/18/19 Prepared by: HK Selection 3-1/2x 14 1.55E TJ TimberStrand LSL Min Bearing Area R1= 5.2 in2 R2= 5.0 in2 (1.5) Data Beam Span 17.0 Reaction 1 LL 4138 # Reac Beam Wt per ft 12.93 Reaction 1 TL 3962 Bm Wt Included 220 Maximum V 4138 Max Moment 14706 Max V (Reduced) 3995 TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 269 LL Actual Defl Altiibutes Section (in3) Shear (in2) IL Defl (in) Actual 114.33 49.00 0.76 0.45 Critical 76.99 19.33 0.85 0.57 Status OK OK OK OK Ratio 67% 39% 89% 7 9 eYo Fb (psi) Fv (psi) E (psi x mil) 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 0.9888 Rb = 7.52 Le = 4.12 Ft DL Defl= tion 2 LL 2761 # # Reaction 2 TL L /<-1000 L / 458 LL Defl Fc (psi) Lu 2.0 Ft 0.31 in 2643 # Loads Uniform TL: 110 = A Uniform LL: 80 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 942 B = 1520 1.5 160 H = 220 1.5 15.0 942 C = 1520 15.0 Project: Tukwila Lot 3 Beam ID: MFB-04 Description: Main floor Beams Date: 1/18/19 Prepared by: HK Selection 3-1/2x 14 1.55E TJ TimberStrand LSL Lu = 2.0 Ft Min Bearing Area R1= 1.2 in2 R2= 1.2 ilia (1.5) DL Defl = <0.01 in. Data Beam Span 8.0 Reaction 1 LL 932 # Reaction 2 LL 640 # Beam Wt per ft 12.93 Reaction 1 TL 932 # Reaction 2 TL 640 # Bm Wt Included 103 Maximum V 932 # Max Moment 1863 Max V (Reduced) 660 # TL Max Defl L / 24OLL Max Defl L / 360 L / < -1000 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 0.02 0.01 Critical 9.76 3.19 0.40 0.27 Status OK OK OK OK Ratio 9% 7% 5% 4% 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 0.9888 Rb = 7.52 Le = 4.12 Ft Loads Uniform TL: 220 = A Uniform LL: 160 Project: Tukwila Lot 3 Beam ID: MFB-05 Description: Main floor Beams Date: 1/18/19 Prepared by: HK Selection 3-1/2x 14 2.0E TJ ParaEarn W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 4.8 in2 R2= 4.4 in2 (1.5) DL Defl= 0.09 in Data Beam Span 12.0 Reaction 1 LL 3636 # Reaction 2 LL 2555 # Beam Wt per ft 15.31 Reaction 1 IL 3283 # Reaction 2 FL 2305 # Bm Wt Included 184 Maximum V 3636 # Max Moment 13162 Max V (Reduced) 3169 # TL Max Defl L / 24OLL Max Defl L / 360 L/<-1000 TL Actual Defl L / 641 LL Actual Defl L / >1000 Attributes Section GO Shear (in') TL Defl (in) LL Defl Actual 114.33 49.00 0.22 0.14 Critical 55.40 16.39 0.60 0.40 Status OK OK OK OK Ratio 48% 33% 37% 34% 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 0.9888 Rb = 7.52 Le = 4.12 Ft Loads Unifouii TL: 385 = A Uniform LL: 280 Point LL Point TL Distance 1500 B = 2115 5.0 Project: Tukwila Lot 3 Beam ID: MFB-06 & 07 & 09 Description: Main floor Beams Date: 1/18/19 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parailam W.S. PSL Lu — 2.0 Ft Min Bearing Area R1= 6.1 in2 R2= 5.9 in2 (1.5) DL Defl= 0.21 in Data Beam Span 15.0 Reaction 1 LL 4543 # Reaction 2 LL 3200 # Beam Wt per ft 15.31 Reaction 1 TL 4402 # Reaction 2 TL 3100 # Bm Wt Included 230 Maximum V 4543 # Max Moment 20613 Max V (Reduced) 4012 # TL Max Defl L / 24OLL Max Defl L / 360 L /<-1000 TL Actual Defl L / 326 LL Actual Defl L / 530 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 1.14.33 49.00 0.55 0.34 Critical 86.77 20.75 0.75 0.50 Status OK OK OK OK Ratio 76% 42% 74% 68% 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 Wei Use 1.00 1.00 1.00 1.00 CI Stability 0.9888 Rb = 7.52 Le =4.12 Ft Loads Uniform TL: 440 = A Uniform LL: 320 Point LL Point IL Distance 1500 B = 2115 7.0 Project: Tukwila Lot 3 Beam ID: MFB-08 Description: Main floor Beams Date: 1/08/19 Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 11.1 in2 R2= 10.3 in2 (1.5) DL Defl= 0.28 in Data Beam Span 16.0 Reaction 1 LL 8325 # Reaction 2 LL 6020 # Beam Wt per ft 22.97 Reaction 1 TL 7713 # Reaction 2 1'L 5520 # Bm Wt Included 368 Maximum V 8325 # Max Moment 36467 Max V (Reduced) 7400 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 248 LL Actual Defl L / 390 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.77 0.49 Critical 153.51 38.28 0.80 0.53 Status OK OK OK OK Ratio 90% 52% 97% 92% 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 0.9970 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 770 = A Uniform LL: 560 Point LL Point TL Distance 1500 B = 1800 6.0 500 C = 650 6.0 580 D = 900 8.0 Project: .Tukwila Lot 3 Beam ID: MFB-10 Description: Main floor Beams Date: 1/08/19 Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 8.6 in2 R2= 3.7 in' (1.5) DL Defl= 0.21 in Data Beam Span 17.0 Reaction 1 LL 6430 # Reaction 2 LL 4534 # Beam Wt per ft 22.97 Reaction 1 TL 2761 # Reaction 2 TL 1866 # Bm Wt Included 390 Maximum V 6430 # Max Moment 24858 Max V (Reduced) 6275 # TL Max Defl L / 240LL Max Defl L 360 TL Actual Defl L / 379 LL Actual Defl L / 623 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.54 0.33 Critical 104.64 32.45 0.85 0.57 Status OK OK OK OK Ratio 61% 44% 63% 58% 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 0.9970 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 110 — A Uniform LL: 80 Point LL Point TL Distance 5040 B = 6930 4.0 Project: Tukwila Lot 3 Beam ID: MFB-11 Description: Main floor Beams Date: 1/08/19 Prepared by: HK Selection 7x 18 2.0E TJ Parallam W.S. PSL Lu = 1.5 Ft Min Bearing Area R1= 17.9 in2 R2= 15.9 in2 (1.5) DL Defl= 0.26 in Data Beam Span 18.0 Reaction 1 LL 13398 # Reaction 2 LL 9237 # Beam Wt per ft 39.38 Reaction 1 IL 11928 # Reaction 2 TL 8289 # Bm Wt Included 709 Maximum V 13398 # Max Moment 72473 Max V (Reduced) 12010 # TL Ma'x. Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 328LL Actual Defl L / 546 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 378.00 126.00 0.66 0.40 Critical 313.71 62.12 0.90 0.60 Status OK OK OK OK Ratio 83% 49% 73% 66% Fb (pi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2772 290 2.0 750 Adjustments CF Size Factor0.956 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 0.9984 Rb = 3.69 Le = 3.09 Ft Loads Unifonn IL: 886 = A Uniform LL: 644 Point LL Point TL Distance 4534 B = 6430 8.0 500 C = 850 3.0 500 D = 850 7.0 400 E 540 9.0 Project: Tukwila Lot 3 Beam ID: LWH-01 Description: Lower Level Wall Headers Date: 1/08/19 Prepared by: HK Selection 5-1/4x 9-1/4 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 5.8 in2 R2= 5.8 in2 (1.5) DL Defl = 0.16 in Data Beam Span 11.0 Reaction 1 LL 4318 # Reaction 2 LL 3080 # Beam Wt per ft 15.18 Reaction 1 TL 4318 # Reaction 2 TL 3080 # Bm Wt Included 167 Maximum V 4318 # Max Moment 11876 Max V (Reduced) 3713 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 31OLL Actual Defl L / 496 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.43 0.27 Critical 47.83 19.21 0.55 0.37 Status OK OK OK OK Ratio 64% 40% 78% 73% Fb (psi) Pc, (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2979 290 2.0 750 Adjustments CF Size Factor1.029 Cd Duration1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9980 Rb = 4.07 Le = 4.12 Ft Loads Uniform TL: 770 = A Uniform LL: 560 Project:. Tukwila Lot 3 Beam ID: LWH-02 Description: Lower Level Wall Headers Date: 1/08/19 Prepared by: HK Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 0.3 in2 R2= 0.3 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 Reaction 1 LL 177 # Reaction 2 LL 120 # Beam Wt per ft 7.87 Reaction 1 TL 177 # Reaction 2 1L 120 # Bm Wt Included 24 Maximum V 177 # Max Moment 133 Max V (Reduced) 86 # 1L Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 49.91 3 2.3 8 0.00 <0.01 Critical 1.57 0.72 0.15 0.10 Status OK OK OK OK Ratio 3% 2% 0% 0% 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: 110 = A Uniform LL: 80 Project: Tukwila Lot 3 Beam ID: LWH-03 Description: Lower Level Wall Headers Date: 1/08/19 Prepared by: HK Selection 4x 10 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 4.0 Reaction 1 LL 896 # Reaction 2 LL 640 # Beam Wt per ft 7.87 Reaction 1 TL 896 # Reaction 2 IL 640 # Bm Wt Included 31 Maximum V 896 # Max Moment 896 Max V (Reduced) 551 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 10.58 4.59 0.20 0.13 Status OK OK OK OK Ratio 21% 14% 4% 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 Unifoiin TL: 440 = A Uniform LL: 320 Project: Tukwila Lot 3 Beam ID: LWH-07 Description: Lower Level Wall Headers Date: 1/08/19 Prepared by: HK Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area RI= 2.8 in2 R2= 2.8 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1779 # Reaction 2 LL 1280 # Beam Wt per ft 9.57 Reaction 1 TL 1779 # Reaction 2 TL 1280 # Bm Wt Included 38 Maximum V 1779 # Max Moment 1779 Max V (Reduced) 945 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L 1>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.01 <0.01 Critical 22.95 7.88 0.20 0.13 Status OK OK OK OK Ratio 31% 20% 4% 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 Cl Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Uniform TL: 880 = A Uniform LL: 640 Hamid Korasani Consulting Engineer, P.E. Kirkland, Washington 98033 email:hkorasani@yahoo.com Tel: (425) 214-2280 Title A J Residence -Tukwila Lot 4 Page: Job # : A J reside' Dsgnr. HK Date: OCT 12,2018 Description.... Standard cantilevered foundation/basement wall This Wall in File: EARetain Prole j residencs4ekwIla-11 fee Cantilevered Retaining Wail Design 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. NOT USED 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 Axial Load Applied to Stem Axial Dead Load = 1,000.0 lbs Axial Live Load = 1,250.0 Ibs Axial Load Eccentricity = 6,0 in Earth Pressure Seismic Load besign Kh = 0,306 g Using Mononobe-Okabe / Seed -Whitman Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 34.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka procedure Design Summary 1 Pier Foundation Not restrained at top Spacing = 6.00 ft Diameter 0.00 in Pier Reinforcing 0 - #0 Embedment = 0.00 fc = 3,000 fy = 60,000 Added Lat. at pier top = 0.0 End soil bearing allow. = 0 Skin friction 0.0 Allow, passive press. = 0 Mu = 0 <phiAln = t###### Vu 0.00 <phi>Vn = 82.16 Total Vertical Load = 50,147 Vertical Capacity = 0 Sliding Calcs Lateral Force at Top of Pier = 26,263 lbs Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E ft psi psi Ibs psf psf pcf ft-lbs ft-lbs psi psi Ibs lbs 1.200 1.600 1.600 1.300 1.000 0.0 #fit 0.00ft 0.00 ft = 0.439 = 0.226 = 0,213 Footing & Pier Data 1 Toe Width Heel Width Total Footing Width Footing Thickness Pier Diameter Pier Embedment Toe to Edge Pier 1.79 ft 3.96 5.75 15.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top :=-• 2.00 in @ Btm.= 3.00 in LAdjacent Footing Load Stem Construction 1 Top Stem Stem OK Design Height Above Ft s ft = 0.00 Wall Material Above "Ht" = Concrete Thickness Reber Size Rebar Spacing Rebar Placed at Design Data 8.00 # 6 4.00 Edge 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.000 1,595.6 Ibs fb/FB + fa/Fa Total Force (0 Section Ibs = Moment....Actual ft-# = Moment Allowable Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data 0.880 5,549.9 28,829.7 32,743.8 46.8 88.7 100.0 6.63 20.90 10.77 fc Fy psi= psi = = Medium Weight = ASO psi = 3,500.0 psi = 60,000.0 Hamid Korasani Consulting E Kirkland, Washington 98033 email:hkorasani@yahoo.com Tel: (426) 214-2280 er, P.E. Title : A J Re ence—Mei/11a Lot 4 Page: Job # : A J residei Dsgnr: HK Date: OCT 12,2018 Description.... Standard cantilevered foundationitiesentent wall This Wall in File: E:IRetain Prola j residence—tukwila-11 fee Cantilevered Retaining Wall Design Footing Design Results Footing Torsion, Tu 0.00 ft-lbs 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-it Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load -- Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load 2,863.6 -53.6 -28.3 4.32 0.58 0.88 12,382.9 -31.3 -24.7 1,595.6 7.65 12,206.0 Total = 4,377.3 O.T.M. = 24,532.8 RestattngtiOvertiffning- Ratio = 1.14 Vertical Loads used for Soil Pressure = 9,607.9 lbs Vertical component of active pressure NOT used for soil pressure .....RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over He& Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil. Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stern Transitions= Footing Weigh! Key Weight Vert. Component 4,923.5 4.10 20,202.9 98.8 4.10 405.4 1,000.0 1.62 1,623.3 0.90 107.4 0.90 96.1 1,150.0 2.12 2,441.8 1,078.1 2.88 3,099.6 Total = 8,357.9 lbs R.M.= 27,869.2 DESIGNER NOTES: Sliding Restraint 8.in Conc w! #8 @ 4.in o/c #5@10.in @Toe Designer select #5@15.in all horiz. reinf. @ Heel See Appendix A 3'-11 1/2" 5'-9" 11'-6" 11'-6" 2 3" 1'-3" A Sliding Restraint 30.psf 60.psf 30,psf 111.11. Ecc= 6.in • 4377.3# Added seismic forces and adjacent footing Toads not shown edi► 11Mi�uant� A$6weilai i ttthotz Cgetqele 1 MotOnly Daiwa'lo deislmMe bar mdoihOesib is 3,640:0 ft-# 1CA 0 1'ef:20O:Ot4 25,450.0 ft-# 0.0 ft-# 7280.0 ft4 145 0401t. 21.,840.0 0 # 29,124).0 ft-# 32,760.0 ft4 562 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Office: poo 242-7665 Fax: Same May 8, 2008 Subject: Geotechnical Evaluation for Proposed 6-Lot Single F Plat, 15415 65th Avenue S,, Tukwila, WA (Kamal Singhlt General: iR ilvR CODE CO7lirLIANCE identih9VLD APR 2 4 2020 City of Tukwila BUILDING DIVISION The purpose of this report is to evaluate the soils on the above property for getter construction considerations, for stability of existing minor steep slopes on the site and for erosion characteristics. The site is approximately 153 feet by 315 feet, and. is 48,119 SF or 1.10 acres. It is located on the west side of 65th Avenue S. approximately 200 feet south of S.153rd Street. The site consists of one lot of 1.10 acres located on 65th Avenue S. with a previously existing residence (which has been removed). Six new residences will be constructed in the future. Access for all six lots will be accessed by a new 20 foot wide paved private road, with hammerhead turnaround. The existing single family driveway onto 65th Avenue S. will be removed. The drainage improvements related to the new access road and residences are briefly discussed in this report. The site is gently rolling, with a moderate downhill slope to the south of about 10 to 15 percent, and a steeper localized slope of about 20 percent down to the east in the eastern one third of the site toward 65th Avenue S. CORREqTION Ground cover of the undeveloped lots varies from scattered small trees to lawn areas. The existing lot in the vicinity of the removed residence has established landscaping. LTR# I Soils on site are not suitable for infiltration, with mottled clay encountered at depths from 12 to 30 inches throughout the site. As such, the collected runoff will be detained and released to the public street system in 65th Avenue S. Based on the topography of the site, only moderate earthwork will be required to create the new access road serving the site off of 65th Avenue S. RECEIVa0 COTY OF KWLI Site Geology Information - Topographic Data: FEB 2 5 2020 PEREET CEMIER A field survey topographic mapping of the site has been prepared by Richard Vaisvila, P.L.S. has been prepared in support of the proposed short plat A copy of this map is big ott) provided. A reduced copy is provided with this evaluation. Full sized copies are available throught this office or from the planning section of City of Tukwila. Site Geology Information - Subsurface Data: The source of information to evaluate subsurface soil information was a series of four soil logs prepared on October 31, 2006. They were located in probable areas of development, although their distribution is such as to provide information for the entire site. A copy of the soil logs is provided with site sketch. Mottled clay was consistently encountered at depths from 12 to 30 inches throughout the site. Overlying this soil was a relatively sandy clay. Based on experience by this office with other sites in the neighborhood, the clay based soils would have depths exceeding 10 feet. The underlying clay was found to be consistent and dense, with some sand within the clay matrix. Despite the fall season, no groundwater was encountered, This would support the conclusion that the site's soils are uniform and dense. The Alderwood association is common on hillsides in this portion of King County. The soils encountered may indicate an eroded Alderwood association, with the upper layer of silt loams having been washed to lower elevations since deposition. Collection and disposal of water from building footing drains is an aspect of the proposed drainage measures for the future use of the site. Site Geology Jnfonnation - Site History: The site reflects the general north -south glacier carving of Puget Sound region macro - topography evident in Puget Sound, the Duwanish Valley, the Kent Valley, Lake Washington, etc. The Alderwood association, of which this appears to consist, is based on the general shaping of previous soils by glacier, with the loamy (or in this case, the sandy clay) overlying layer generated by weathering or final glacial outwash from the last ice age, approximately 10,000 to 12,000 years ago. The underlying clay layer is likely relatively deep, as has been encountered in other evaluations irt this area throughout the Tukwila/Duwanish Valley area, down basically to sea level (or the valley floor just above sea level). The topography of the sloped areas observed during site visits indicates no evidence of catastrophic slope failure in any area. Long term very slow surface movement has probably occurred historically, but has been un-noticed in its rural and low density residential uses. Significant movement of the surface soils down the slope, especially in an undeveloped condition, would be measured in decades. No areas of obvious surface erosion or tell tale exposed surface soils were observed. Several significant older trees exist on the steeper portion of the site nearest 65th Avenue S. None exhibited the "curved tree" characteristic indicating surface movement. This 2 stability is provided by the geometry ofthe undisturbed slope, and of the undisturbed soils at the surface. Site Geology Information - Seismic Ham d: e Seismic hazards for slopes may be comprised of either general soil saturation or classic seismic liquefaction. With general saturation, failure occurs in either a direct diagonal slippage (shear failure) or at a saturated layer of loose silts which semi-liquefY and "pour" out of their original location in the hillside. The soils of this area do not appear susceptible to this mode of failure due to the generally dense impervious nature of the soils and positive dopes which prevent surcharged saturation. While the above cause of hillside failure is not limited to seismic movement, a seismic event could possibly trigger a failure which would not otherwise have occurred, however this is unlikely. As noted above, there is no indication on the site of this mode offailure occurring previously on this site or in the surrounding area. Based on the above, the possibility of hillside failure by this mode of seismic failure is low. The second mode of failure is caused by a water saturation of a uniformly graded larger grained non -cohesive soil, which in this condition is subject to seismic movement. For the slope areas in question, the possibility of full saturation of any layer is not present. In addition, the soils as noted are not of the type allowing this type of movement The possibility of seismic movement is, of course, more significant with a sloping site, however, the possibility of seismic liquefaction failure for this hillside is negligible. Based on the soils underlying future construction locations for the site, including residential and road construction, the potential for seismic liquefaction settlement is very low. No special mitigation measures are recommended for construction on this site to mitigate seismic liquefaction. Geotechnical Engineering Information - Slope Stability Studies and. Opinions of Slope Stability: No previous slope stability studies are known to have been prepared for this site. As noted above, the site appears stable and not subject to long term erosion or catastrophic failure. Reference slope stability, it is the opinion of this office, based on considerations discussed above, that the existing slopes are geologically stable for the intended use. Geotechnical Engineering information- Proposed es of Cut and Fill Slopes and Site Grading Requirements: 3 Moderate earthwork will be required to construct the access road for this site, and moderate to light earthwork as part of the new house construction. The following are provided for general information. It is recommended that the footing bases for the new residences be placed at or below a 2:1 slope from adjacent downhill slopes. During temporary excavations for basements and foundations, a vertical cut face is acceptable. For deeper excavations, with potential cuts up to eight or ten feet in depth, it is recommended that cuts be backsloped at 1:1 or flatter at depths of more than four feet, per standard practice. Long term permanent cuts and fills involving native soils should be at a maximum of 2:1 unless otherwise approved by a licensed engineer familiar with the site. Site grading should follow standard practice as regards erosion control, stockpiling of soils, and minimizing the areas to be cleared and disturbed to that necessary for approved construction. Significant structural fill should not be required for the proposed new residences. Should it be required, the following guidelines should be followed. Cut horizontal steps into the slope (for fills over 3 feet total), place non -clay materials in maximum 6" lifts, and mechanically compact to 95 percent. Note that for non-structural fill in yard areas, the 6" lifts and mechanical compaction may be omitted, although some settling will occur over time. Revegetation of finished slope areas should follow good landscaping practice. Geotechnical Engineering Information - Structural Foundation Requirements and Estimated Foundation Settlement: A foundation bearing pr of 2,000 I'S is suitable for undisturbed soils for this site. All foundations should be place on undisturbed soils a minimum of 18" below finished grade. All foundations should be placed at a 2:1 backslope or farther from the toe of any slope. Areas found to have unengineered old flll during construction should be evaluated prior to placement of foundations or roadshitiveways in those areas, .Based on observed soils, a lateral resistance factor of 0.40 for lateral loading may be safely used for design of structural retaining walls and, where used, basement walls. Note that the basement floors will be cast concrete and will provide additional long term lateral resistance to movement of the walls and their footings. It is reconmiended that the inside of the basement wall footings be backfilled against prior to exterior backfilling as a good general construction practice.. This back:filling may be omitted in shallow crawl space foundations. Based on experience with similar soils used for wood frame residential constraction, a settlement of less that 1/4 inch would be expected within a 50 foot length of foundation. lt should be noted that during the site visit by this office, the existing concrete foundations for the previously existing house, which had been in place for up to 50 years, showed very little settlement. 4 Geotechnical Engineering Information - Soil Compaction Criteria: Clay soils on site are not suitable for deep structural fill. Clay soils on site are suitable only for shallow structural backflll, which would be characterized as one foot or less. Deeper fills, if required, may use an imported select granular pit run. Compaction in foundation and vehicular traffic areas for all acceptable soils should be to 95%, uniformly and mechanically compacted. The need for structural backfill for this site, except in utility trenching, is minimal. As indicated above, backfilling of niMor trenches with existing loam material is acceptable, provided it is mechanically compacted in 6 inch lifts, and that it is done in only damp or dry weather. Questions relating to the adequacy of compacted material should be evaluated by a licensed engineer inspection on site. Geotechnical Engineering Information Proposed Surface and Subsurface Drainage: Surface runoff from impervious surfaces will be collected and routed a common on -site detention tank system, with restricted release to the adjacent street drainage system. All foundations and retaining walls will be protected by piped footing drains which lead to the common storm system. Geotechnical Engineering Information - Proposed Use of On Site Sewage System(s) This site is served by public sewer and does not require the use of OSS systems (drainfields). Geotechnical Engineering Information - Lateral Earth Pressures: Due to the dense nature of the in place soils, an active design lateral pressure for retaining walls of 35 PCF is suitable, with an at rest lateral pressure for foundation walls of 60 PCF recommended. All walls over 4 feet in total height must be designed by a licensed engineer and use the 1.5 safety factor per accepted practice. All walls with either a soil or vehicular traffic surcharge will require consideration of the surcharge, to be determined as part of the specific wall design. Geotechnical Engineering Information Vuhierability of Site to Erosion: Undisturbed bare soils on site are moderately subject to erosion. Disturbed soils are subject to significant erosion. Disturbed soils on or near the slope areas are subject to heavy erosion. For the above reasons the exposure of disturbed soils on or near the slope areas should be protected with straw or taming if left exposed for more than one week during the wet season. All disturbed areas must have properly installed silt fencing on their downhill side. A standard stabilized rock construction entrance will be used on site to prevent mud and silt from the site entering the street drainage system. 5 With the use of erosion control measures, as mentioned above, the proposed construction should be able to take place without significant erosion to the site, or the transporting of silts off site. Geotechnical Engineering Info ion - Suitability of On -Site Soils for Use as Fill: The native clay soils on -site are not suitable for structural fill, as noted above. Note significant quantities .of clay in the existing soils prevents their use for deep structural fills over one foot deep. Clay soils may be used for non-stnictural fill, with The understanding that long term settling may occur proportional to the depth of the fill. This may be evaluated on a case by case basis during construction. Geotechnical Engineering Information - Laboratory Data and Soil Index Properties: Field testing was done of soil samples encountered. Used were both wet and dry techniques. The soils were found to be a dense sandy mottled clays, in the areas and depths indicated above. Formal laboratory testing of soil samples was not deemed necessary for the evaluation of site soils for this site and type of construction. Geotechnical Engineering Information - Building Limitations: The construction of the above new residences may take place during wet weather provided the above specified erosion control measures are strictly employed. Arbitrary wet weather restrictions based on specific dates for this site and its development are not recommended. Providing the above recommendations and construction criteria are adhered to in,the design and placement of the residential structure and related site work, no site related building limitations are recommended for these sites. Note that dewatering procedures may be required for deep excavations in wet wea Summery: The site is suitable for conventional residential construction. Drainage of impervious surfaces, including roof and driveways must be collected, detained in a common detention system, with restricted release to the adjacent street system. 6 Statement of Risk: (Intended to comply with TMC Risk Statement Requirements) While the general slope of the site is typically about 10 to 15 percent in the construction areas, some .minor areas have slopes up to 20 percent. The total difference in elevation of these construction areas is up to 20 feet. The level of projected disturbance, combined with the stable soils noted above, indicate that the site, and the surrounding properties (which are all similar), is not by definition a "geologic hazard" area and that additional studies and construction restrictions relating to geologic hazard areas do not apply to this project. In addition, the construction as proposed is so minor as to not pose a threat to public health, safety and welfare. The construction may occur with no greater threat to the site or to adjacent properties than if the site were level. In summery, the plans and specifications submitted, for the proposed access road construction and general specifics of proposed new residences have been reviewed and conform to the conditions and recommendations in this evaluation, specifics noted above, and provided that the conditions and recommendations are satisfied, the construction and development will not increase the potential for •soil movement; and the risk of damage to the proposed development, and from the development to adjacent properties, from soil instability will be minimal (a very low possibility ofrisk) Questions relating to this report and to site related problems which may arise during construction of the new residences may be directed to this office. Bruce S. MacV igh, P.E. Civil Engineer /.7,•ry foe bualspgeo/0668 23004 PoS111011 FrSEr S) S No, 12330 CALM ME 101E v.1. AD LOT 5 8,560 '4 ft, 4Si30 sq. •fjEM 0 acres 4$30E , 107, ACESS, DRAINAGE lc (MU EASENT LOT 5 AND LOT 6 ONLY LOT 6 7,001 aq ft etomoviei 8.10DR !TON VOL. 5.3 P. 48 SANITARY SEWER NE845 EASEMENT FOR LOT 5 0,06' PoP4114101,0 1.1141 Mpg ACCESS DRAINAGE & AMES EASDOT BETWEEN ALL 6 L013 NUDES 11641ARDOND) sil1MAA DRAIN. EASEMENT BEM ALL 8 LOTS (B01 • BEN 0.71 SOIL LOGS 31OCT 06 SL 1' 0-20" 20-36"+ SL2 0-12" 12-36"+ L3 0-30" 30-36"+ SL4 0-18" 18-36"+ SANDY CLAY CLAY, MOTTLED SANDY CLAY CLAY, MOTTLED SANDY CLAY CLAY, MOTTLED SANDY CLAY CLAY, MOTTLED 5 ��^�vx »��l[ �"°"^U v�U~� v�n Tukwila Department afPublic Works 630DSouthcenterBoulevard, Suite #1UO Tukwila, Washington 9B1O8 Phone:2n6-4]]'D179 Fax:Zn6'43l'366S Web site: http://www.TukwilaWA,gov Parcel No: 3597000322 Applicant: 4JRESIDENCE - LOT 3 WATER METER INFORMATION Permit Number: DI9-0861 Issue Date: 6/9/2020 Permit Expires On: 12/6/2020 DESCRIPTION OF WORK: RESUBMISSION OFEXPIRED PERMIT APPLICATION: D19-0OZ4 NEW SINGLE FAMILY RESIDENCE Public Works ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALL DRAINAGE 5T0RyN DRAINAGE INCLUDING NEW C8WITHIN G5thAVE 5, EXISTING 3/4''WATER METER AND SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND UNDERGROUNDING OF POWER. METER #1 METER #2 METER #3 xvate, Meter Size: .75^ Water Meter Type: PERM Work Order Number; Connection Charge: $0.00 $lOV $ODO Installation: $0.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15l0 $Om $0.00 Turn onFees: $50.00 $0.00 $0.00 Cascade Water AlUance(RCFC): $0.00 $0.0$0,00 CITYOF TUKWILA Department ofCommunity Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNT, OF KING , states as follows: (please print name] t I have made application fora permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to 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 am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for 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 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requireme t of RCW 18.27.090, I considerthe work authorized under this permit to be exempt under number I , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not 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. I understand that I may be waiving certain rights that I might otherwise have understate law in any decision to engage an unregistered contractor to perform construction work. PER111IT NO: By signing below, 1 certify the information I am providing on this affidavit is true and accurate., 1 understand that if I make false statements or misrepresentations I may be assessed penalties. Furthermore, I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Ow ier/Owner's Agent"' Signed date: II day of V1/114-y 20 18.27.090 Exemptions. The registration ploy 1. An authorized representative of the United States govern ment, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within 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 construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; q. 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 a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a 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 Tess than five hundred dollars forthe 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 which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed hapter do not apply to: 6y.4i, registered contracto%_, n. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor forthe purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.+ Any person working on his or her own property, whether occupied by hint or her or not, and any person working on his or her personal residence, whether owned by him 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 of selling, demolishing or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by 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 or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 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/or water connections. An electrical trainee must be supervised bya certified electrician while performing plumbing work, ' Per Washington Slate i}epartment of Labor and Industries lessee has been interpreted to he egtuvnlent to owner for purposes of exemptions. GENERAL CONSTRUCTION NOTES GENERAL: ALL WORK SHAL! BE DONE IN ACCORDANCE WITH THE 2015 IRC ANO THE 2015 !Bo IN CONJUNCTION WITH THE CIIRRENT EDITION OF THE WASHINGTON'..TATE BUILDING CODE, AND ALL OTHER LOCAL CODES IN EFFECT. THE CONTRACTOR SHALL .!? :FY ELL DIMENSIONS AND CONDITIONS FOn COMPATIBILITY AND SHALL NOTIFY THE BUILDING DESIGNER OF ANY DISCREPANCIES;N TEE OPAWINGS PRIOR TO THE START OF ANY WORK. ALL MATERIALS AND WORKMANSHIP SHALL BE AS SPECIFIED SY THESE CONSTRUCTIO4 DRAWINGS AND SPECIFICATIONS AND SHALL CONFORM TO THE REQUIREMENTS OF ALL APHLiCABL.E CODES IN EFFECT. WHERE THERE IS A CONFLICT BETWEEN THE CONSTRUCTION DRAWINGS AND THE REFERENCED CODES. THE REFERENCED 000ES AND STANDARDS SHALL APPLY. WORKING DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR ARE NOT 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. ALI. 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 COMPONENTS 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 MANUFACTURER'S REPRESENTATIVES. APPLICABLE CODES: THIS DESIGN HAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS WITH APPLICABLE WASHINGTON STATE AMENDMENTS: INTERNATIONAL CODE COUNCIL WASHINGTON STATE BUILDING CODE BUILDING DESIGN DATA: OCCUPANCY GROUP CLIMATE ZONE CONSTRUCTION TYPE DWELLING UNIT SIZE - INTERNATIONAL RESIDENTIAL CODE FOR ONE- AND TWO-FAMILY DWELLINGS 2015 EDITION (IRC). - INTERNATIONAL BUILDING CODE 2015 EDITION (IBC). - WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS 2015 EDITION (WSEC). SINGLE FAMILY DWELLING w/ ATTACHED GARAGE ZONE 4C V • B (NOT RATED) MEDIUM (1.5 ENERGY CREDITS ) STAIR CONSTRUCTION: GENERAL ALL STAIRWAYS SHALL BE BUILT IN ACCORDANCE WITH SECTION 311 OF THE IRC, AND PROVIDE THE MINIMUM AND MAXIMUM DIMENSIONS AS FOLLOWS: MINIMUM WIDTH 3'-0• MINIMUM RUN 0'-10• MAXIMUM RISE 0'-7 3/4" MINIMUM NOSING PROJECTION 01-0 3/4" MAXIMUM NOSING PROJECTION 0'-1 1/4' LANDINGS LANDINGS AT ALL STAIRS SHALL HAVE A MINIMUM DIMENSION IN THE DIRECTION OF TRAVEL THAT 15 NOT LESS THAN 36' (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 8'-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 STAIR. FIRE PROTECTION ALL ENCLOSED USABLE SPACE UNDER THE STAIR SHALL HAVE 1/2' GYPSUM WALL BOARD INSTALLED ON THE ENCLOSED SIDE OF WALLS AND SOFFITS, DOORS AND WINDOWS: ALL EGRESS WINDOWS AS INDICATED ON THE PLANS SHALL PROVIDE THE REQUIRED MINIMUM AND MAXIMUM DIMENSIONS AS FOLLOWS: MINIMUM CLEAR WIDTH 20" MINIMUM 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) ALL GLAZING SHALL BE DOUBLE GLAZED. SKYLIGHTS SHALL BE DOUBLE GLAZED WITH LAMINATED GLASS IN ACCORDANCE WITH IRC. SECTION 813. GLAZING IN HAZARDOUS LOCATIONS AS DETERMINED BY THE IRC, SECTION 308 SHALL BE SAFETY GLASS. WINDOWS SHALL BE INSTALLED MID 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 R812.1. ALL OPENINGS IN EXTERIOR WALLS AND OPENINGS ;RCM THE HEATED SPACE TO UNHEATED SPACES SHALL BE WEATHER STRIPPED AND CAULKED. FIREPLACES AND CHIMNEYS: GENERAL ALL FIREPLACES 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. PREFABRICATED METAL FIREPLACES METAL FIREPLACES SHALL BE UL LABELED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF APPROVAL OR THE MANUFACTURES INSTALLATION PROCEDURES AND SHALL COMPLY WITH WSEC 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 CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS. AND IN OPENINGS AROUND FIREPLACES AND CHIMNEYS AT CEILING AND FLOOR LEVELS PER IRC SEC. R 1003.19 BATHROOMS: GLAZING 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 ENCLOSURES, AND AT DROPPED OR COVED CEILINGS PER IRC SECTION 602.8 SHOWERS AND TUBS WALL FINISH SHALL BE OF WATERPROOF MATERIALS TO A HEIGHT OF 70 IN. ABOVE THE DRAIN INLET AT ALL SHOWER STALLS. WATER EFFICIENCY THE MAXIMUM WATER USE ALLOWED IN GALLONS PER FLUSH (GPF) OR LITERS PER FLUSH (LPF) FOR WATER CLOSETS SHALL BE LIMITED TO A MAXIMUM RATE OF 1.6 GPF6.0 LPF. THE MAXIMUM WATER USE ALLOWED IN GALLONS PER MINUTE (GPM) OR LITERS PER MINUTE (LPM) FOR ANY OF THE FOLLOWING FAUCETS AND REPLACEMENT AERATORS SHALL BE AS FOLLOWS: SHOWER HEAD 2.5 GPMA9.5 LPM LAVATORY FAUCETS 2.5 GPM/9.5 LPM KITCHEN FAUCETS 2.5 GPM9.5 LPM REPLACEMENT AERATORS 2.5 GPM/9.5 LPM MECHANICAL VENTILATION: ALL MECHANICAL VENTILATION SHALL COMPLY WITH SECTION M1507 OF THE CURRENT EDITION OF THE 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 IRC SECTION M1507.3.5) TO SUPPLY OUTSIDE AIR TO EACH HABITABLE SPACE AND SHALL BE CAPABLE OF OPERATING BOTH INTERMITTENTLY AND CONTINUOUSLY. MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS AND A SYSTEM OPERATION DESCRIPTION FOR THE WHOLE HOUSE VENTILATION SYSTEM SHALL BE PROVIDED BY THE INSTALLER. AND MADE AVAILABLE 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. AT THE 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 INSTRUCTIONS)' THE INTERMITTENTLY OPERATED. INTEGRATED FORCED -AIR VENTILATION SYSTEM SHALL BE CAPABLE OF PROVIDING OUTSIDE AIR AT THE FLOW RATE CALCULATED IN ACCORDANCE WITH IRC TABLE M1507.3.3(1) MULTIPLIED BY THE FACTOR SPECIFIED IN IRC TABLE M1507.3.3(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, A7 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 ORA FLOW MEASURING STATION. OUTSIDE AIR INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. INLETS SHALL BE LOCATED SO AS NOT TO TAKE IN AIR FROM THE FOLLOWING AREAS: • CLOSER THAN TEN FEET FROM AN APPLIANCE VENT OUTLET. UNLESS SUCH VENT OUTLET IS THREE FEET ABOVE THE OUTSIDE AIR INLET VENT. • WHERE SUCH INLET VENT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. • A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. • 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 COCKING 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 ROOMS- 50 CFM @ .25 WG. KITCHENS - 100 CFM © 25 WG. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 9160R AMCA 210. WATER HEATERS: ALL WATER HEATER STORAGE TANKS SHALL HAVE A MINIMI IM EQUIPMENT EFFICIENCY RATING OF 82% EF PER TABLE 408.2. WSEC. ELECTRIC WATER HEATERS IN UNHEATED SPACES OR ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSIBLE, INSULATED SURFACE OF R-10 OR GREATER. ALL WATER HEATERS SHALL BE STRAPPED TO FRAMING, AT TOP AND BOTTOM, TO RESIST EARTHQUAKE MOTION. PROVIDE PRESSURE RELIEF VALVE TO OUTSIDE. DO NOT TRAP ELECTRICAL: ALL ELECTRICAL SYSTEMS. LIGHTING. APPLIANCES 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 LUMENS 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 LIGHT FIXTURES TYPICAL WALL OUTLETS TYPICAL WALL SWITCHES ABOVE COUNTER OUTLETS AT KITCHENS ABOVE COUNTER OUTLETS AT UTILITY ROOMS ABOVE COUNTER OUTLETS AT LAVATORIES AND BATHS WALL OUTLETS FOR MICROWAVE, RANGE HOODS, ETC. WALL OUTLETS AT SERVICE AREAS SMOKE DETECTION ALARMS CARBON MONOXIDE DETECTION ALARMS DOOR CHIMES PUSHBUTTONS THERMOSTATS LIGHT BARS OVER VANITIES STEP LIGHTS 72" 12" 44" 44' 44' 40' PER MANUF. SPECS. 46" PER MANUF. SPECS. AND IRC R314 PER MANUF. SPECS. AND IRC R315 12' FROM CEILING 44' 80' 84" 6-ABOVE SKIRT BOARD INSULATION: UNLESS NOTED OTHERWISE ON PLANS, INSULATION SHALL BE INSTALLED AS FOLLOWS: CEILINGS R49 ALL BAFFLES SHALL BE INSTALLED TO MAINTAIN A MINIMUM OF I" CLEAR 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 Ra8 ABOVE GRADE EXTERIOR WALLS / WALLS SEPARATING CONDITIONED SPACES FROM UNCONDITIONED SPACES R-21 INTERMEDIATE INSULATION SHALL BE PROVIDED BY FACE STAPLED BATT INSULATION OR FRICTION FIT UN FACED BATT INSULATION PROVIDING ONE OF THE FOLLOWING: 4 MIL POLY VAPOR BARRIER PVA PAINT WITH A DRY CUP PERM RATING OF 1 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 BY FACE STAPLED BAIT INSULATION OR FRICTION FIT UN FACED 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 FOR A MINIMUM DISTANCE OF 24' 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 R-4. HOT WATER PIPING ALL HOT WATER SUPPLY PIPING LOCATED OUTSIDE OF THE CONDITIONED SPACE SHALL BE WRAPPED WITH A MINIMUM OF R-4 INSULATION HEATING EQUIPMENT: HEATING UNIT SHALL BE DESIGNED TO MAINTAIN 68 DEGREES AT 3 FT. ABOVE FLOOR AND SHALL HAVE AN A.F.U.E. RATING OF NOT LESS THAN 92%. DESIGN PARAMETERS USED SHALL BE A5 SET FORTH IN THE WASHINGTON STATE ENERGY CODE, SECTION 302. FURNACE SHALL 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 SHALL BE EQUIPPED WITH APPROVED FIRE DAMPERS. HVAC EQUIPMENT SHALL BE SIZED NO GREATER THAN 150 % DESIGN LOAD. AND SHALL BE PROVIDED WITH A PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. THE THERMOSTAT SHALL ALLOW FOR, ATA MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/ WEEKENDSIAND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. AIR LEAKAGE : THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH SECTION 402.4-WSEC. THE BUILDING THERMAL ENVELOPE SHALL BE TESTED FOR LEAKAGE BY MEANS OF A'BLOWER DOOR" TEST, IN ACCORDANCE WITH SECTION 402.4.1.2 - WSEC. ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS; HIGH EFFICIENCY HVAC EQUIPMENT HEATING UNIT INSTALLED SHALL BE A GAS FURNACE WITH A MINIMUM AFUE OF 95%. IN ACCORDANCE WITH TABLE R4052-3a - WSEC, 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 R406.2-5b - 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 SHINGLE -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 TO 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•RESISTNE BARRIER FOR SUBSEQUENT DRAINAGE. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 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 SEPARATED 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 1/2' GYPSUM BOARD OR EQUIVALENT. 1:01: 'Vi S ILA\:� tne F• "e. :Cnst.,:l:•a Rnew plan 3:.iOT!R:k: d ..,.;•.- ;...a..pian review 1 A33REV I :AT I ON LIST MAR 2011 EDITION AB ANCHOR BOLT ACV ABOVE ;DJ ADJUSTABLE AFF ABOVE FINISHED FLOOR ALT ALTERNATE ALUM ALUMINUM ANC ANCHOR(AGE) APPROX APPROXIMATE ARCH ARCHITECT(URAL) AUTO AUTOMATIC BAWN BOTTOM AWNING BD BOARD BEL BELOW BLDG BUILDING BLK BLOCK BLKG BLOCKING BM BEAM BMK BENCH MARK BOT BOTTOM BRG BEARING BRK BRICK BS BOTH SIDES BSMT BASEMENT BTWN BETWEEN BVL BEVELED BW BOTH WAYS CAB CABINET CB CATCH BASIN CF CUBIC FOOT CIRC CIRCUMFERENCE CJ CEILING JOIST CLG CEILING CLK CAULK CLKG CAULKING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CPR COPPER CPT CARPET CRS COURSE(S) CSMT CASEMENT CTR COUNTER CY CUBIC YARD D DRAIN DET DETAIL °HUNG DOUBLE HUNG DIAG DIAGONAL DIAM DIAMETER DIM DIMENSION DLDEAD LOAD DN DOWN DISP DISPOSAL DR DOOR 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 FD FLOOR DRAIN FFE FINISHED FLOOR ELEVATION FFL FINISHED FLOOR LIME 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 FIRERPOOFING FR FRAME(D)(ING) FRPL FIREPLACE FT FEET FTG FOOTING FURR FURRED, FURRING GA GAUGE GALV GALVANIZED GL GLASS, GLAZING GRAV GRAVEL GWB GYPSUM WALLBOARD HB 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 INSUL INSULATE INT 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 MBR MEMBER MC MEDICINE CABINET MECH MECHANICAL MED MEDIUM MET METAL MFR MANUFACTURER MH MAN HOLE 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 4l I,�1 SYMBOL LEGEND 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 SOUARE 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 5 SOUTH SC SOLID CORE SCH SCHEDULE SD 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 STL STEEL STR 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) THR THRESHOLD 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 WD WOOD WDW WINDOW WM WIRE MESH WSCT WAINSCOT WWF WELDED WIRE FABRIC WWM WELDED WIRE MESH SE:'AR+TE PERMIT t Ri.Q(JIR D FOR: i Elf MechaniCRI 't Ly) Electdica! I [3 Pkimbirg I i: Gas Piping City of 7ukwla BUILDING L1IVISIOP, SHEET INDEX MAR 2011 EDITION A1.1 GENERAL NOTES AI.2 517E FLAN A1.3 LOWER LEVEL FLOOR FLAN AI.4 MAIN LEVEL FLOOR PLAN AI.5 UPPER LEVEL FLOOR PLAN AI.6 FRONT ELEVATION, REAR ELEVATION AI•1 SIDE ELEVATIONS AI.8 BUILDING SECTIONS A2.1 DETAILS 51.1 STRUCTURAL NOTES 51.2 FOUNDATION PLAN 51.5 LOWER FLOOR WALL FLAN 51.4 MAIN FLOOR FRAMING PLAN SI.5 MAIN FLOOR WALL FLAN SI.6 UPPER FLOOR FRAMING PLAN SI. 1 UPPER FLOOR WALL PLAN SI.B ROOF FRAMING PLAN 52.1 STRUCTURAL DETAILS 52.2 STRUCTURAL DETAILS 53.1 STRUCTURAL DETAILS 53.2 STRUCTURAL DETAILS 53.5 STRUCTURAL DETAILS 53.4 STRUCTURAL DETAILS SSW -I SIMPSON SHEAR WALL DETAILS SSW-2 SIMPSON SHEAR WALL DETAILS SSW-3 SIMPSON SHEAR WALL DETAILS SSW-4 SIMPSON SHEAR WALL DETAILS C1.1 DRAINAGE CONTROL PLAN CI.2 DRAINAGE CONTROL FLAN DETAILS C2.1 TEMPORARY EROSION 4 SEDIMENTATION CONTROL PLAN NOTES C2.2 TEMPORARY EROSION 4 SEDIMENTATION CONTROL FLAN C� .:T'_,1: i- i ?... �T �j�/yy' iY' j. E, g 19S 4 No.. Y11'_. � -4 Y•, v t I LI . I I_tANCE I AP • ! 4 2020 I City rr Tukwila BUILDING DIVA: ION ED PUBLit, 7YvtiKS MAR 2011 EDITION [IHfl1 die llll l lll�i� j ILIIIII�I EART14-DACKFILL Section MATERIAL POCHE C1RAVEL Section EARTH -UNDISTURBED CONCRETE TOPPINQ Section @action CONCRETE Bootees MASONRY - BR CK Section STEEL - Section //////A ALUMINUM 8ectlon 11IHl101/M NNHRI CONCRETE BLOCK Section SAND Section FNISH LUMBER Seaters FRAMING LUMBER Section j FIRE BRICK Section WOOD Elevation STONE Elevation r-e^..r.-t FACE BRICK Elevation LUMBER BLOCK NQ STUCCO Section Elevation PLYWOOD Section GATT INSULATION Section 552:22::•22952 RIGID INSULATION Section CLASS ElevaUcin C.I.II iIL�_J. -L I I 11 I WOOD SHINGLES Elevation 11 1U 111 JI III JII lii II II(1 WOOD SHAKES Elevation SYMBOL ANNOTATION SYMBOL5 DESCRIPTION SYMBOL DESCRIPTION LINEWORK 110 VOLT SMOKE DETECTOR 9t7 INTERCONNECTED W/ BATTERY BACKUP Saco FAN MO) 0 110 VOLT SMOKE DETECTOR GARSON MONOXIDE MONITOR COMBO INTERCONNECTED W/ BATTERY BACKUP EXHAUST FAN (VENT ALLSTART ul TO OUTSIDE) fERAM:NG: ELEVATION DATUM REFERENCE POINT LOAD FROM ABOVE SECTION REFERENCE ELEVATION REFERENCE DETAIL REFERENCE SPLAY} CENTER LINE DESIGNATOR PLATE LINE DESICat4ATOR FRAMIN4 START REFERENCE TA4 REVISION TAG SLOPED CEILIN4 TA4 01 O V206CSMT 4 WINDOW REFERENCE go. -m" x 6'-®• TA4 03ZW@ Y- f-141 11 EXTERIOR ENVELOPE ®I Ro. 5'-3 x 6'-n DOOR REFERENCE TAG O O SHEARWALL TYPE AND 2+ SCHEDULE REFERENCE Yi SEE 3/53.1 D19-0361 LINE STYLES DESCRIPTION SECTION OUT LINES, BOUNDARY LINES AND MATCH LINES CENTER LINES, PROJECTION LINES AND ELEVATION FLOOR LEVEL LINES - CEILING SURFACE PROJECTIONS AND EXPOSED BEAM LINES WALL OPENIN4 HEADER LINES STRUCTURAL HEADER LINES AND NON EXPOSED BEAM LINES OBJECT BREAK LINES PROJECTED ROOF LINES ON THE UPPER MOST FLOOR PLAN HIDDEN LINES, FUTURE CONSTRUCTION AND DEMOLISH LINES RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER DIclae0 I GRID LINE REFERENCE HOLDOLLN TYPE AND DETAIL REFERENCE RE NOV ( TUKIAi PUBLIC to U -J a D O 0 0 tj co • wL`7 M O O cro- w ONLD I = NOD O_ Z cc `4' .0seJ • LL • • General Notes IVE RKS 65TH AVE S, TUKWILA WA Sib Revisions hiCITY C07RE:BONS 2/21/23/9 Dra�g• � Y•I•• Checkcc Nt AWARY 1 2014 set Ale.1 SOT 2- 118.00' 14.00' in m 9 52-8" TOP: 118.00' 5OT: 114.00' N t88°4513q" W 1Oci.3' 349 CKER Y TO1--': 115 SOT: 114.0 0-: 122 e0 BOT: 118.00 HOUSE 15315 65TH AVE S AVERAGE FINISH GRADE: POINT A: POINT l5: POINT G: POINT D: 115.11' 113.q-1' 106.00' 106.g6' 5' BSBL SITE F'L. /\N SCALE I" = 10-0" A+B+C+D = 440.g0/4 = 110.25AVERAGE FINISH GRADE RETAINING WALL PER DETAIL I/GI.2 (TYP.) 51'-_" C VID PATIOMA EXISTING REJAI i TOP: 118 00' 130T: 112.00' } —T TOP 112.50'_ BOT: Fag TOP: 108.50' BOT: 10800' 1 K\ ING 194LL 0 20 40 80 PE#V. CON . Di IV WAY II2.50' 112.00' FOUND REBAR W/GAP, ILLE&IBLE M irk N DRY R j Cfit • cow nH Rit z.,IG frjok s 62 IJ XISTING WATER METER BOX FOR LOT 3 G5 R1M=104.58 1E6"IRGPN=10 65 ONNECT POWER LINE UNDERGROUND PER PSE STANDARDS • • GB R11+1=104.64 1e 12" RCP (A)=100.12 1e 12" RCP (5)=44.44 1E 10" RGP (W)=44.48 EXISTING GAS LINE CONNECT PER PSE STANDARDS 4 DETAILS D19-0361 VICINITY MAF I t, . 1 .. , SITE PARCEL NUMBER 35417000522 SITE ADDRESS 15311 65TH AVE 5 TUKWILA 418188 LEGAL DESCRIPTION INTERURBAN ADD TO SEATTLE LOT 3 TUKWILA SP #LI6-0020 REG #20170531900003 5D SP BEING POR LOT 17 OF 50 ADD LOT COVERAGE LOT AREA: 6,816 SF IMPERVIOUS AREA: MAIN ROOF AREA: 2,505 SF UNCOV'D DECK AREA: 155 SF TOTAL: 2,440 5F PERVIOUS PAVING AREA: (COUNTED AS 1/2 IMPERVIOUS) DRIVEWAY: (710 SF) 555.00 SF STAIR/ WALK: (121 SF) 64.50 5F TOTAL: 4441.50 5F TOTAL LOT COVERAGE: = 2,8811.50 5F % OF LOT AREA: =42.31% ALLOWED 5,112 5F 15% PR 2.4 2n2;1 s City of TuI w:iu '•. BUILD;NG VDUILDING FOOTPRINT LOT AREA: 1,255 5F MAX. FOOTPRINT ALLOWED: 6816 5F LOT 6816 - 6,500= 516 5F 316 SF x .00125= 0.496 55% - 0.4%= 54.6% TOTAL ALLOWED (68I6 x .346)= 2355 SF PROPOSED FOOTPRINT= 2235 SF CORRECTION LTR#--- RECEIVED? CITY OF TiiMVILA FEB 25 2020 PERMIT CENTER bv 03W f 1 J J 0 0 0 0 co 0 (n ♦ • Qcw /2019 CMECnONS 2/21 Ilk D®>ote Chac<ed Data aWllWtr?a014 Sheet AL2 i WINDOW, SKYLIGHT & DOOR SCHEDULE CONDONED FLOOR AREA; SUM OF AI.L GLAZING AREAS FROM BELOW: GLAZiNG TO FLOOR AREA RATIO: EXEMPT DOOR AND WINDOW ROOM 4365 (DOES SUM OF UA FOR HEATING SYSTEM NOT INCLUDE E)€MPT DOOR & WINDOW) U-VAL . QTY W ' H i 1 SIZING: : AREA 181.0 547 UA 12.5% GARGAE IEXLMPT SWINGING DOOR (24 S.F. MAX) 0.46 1 3.00 6.67 20.01 9.20 REC RM ,E)E.MPT WINDOW (15 S.F. MAX) 0.27 1 2.00 4.00 I 8.00 2.16 SUM OF AREA AND UA FOR HEATING EXTERIOR DOORS (OPAQUE) ROOM TYPE REF U-VAL SYSTEM SIZE QTY W ONLY: H 28.0 11.4 AREA UA ENTRY DOOR WSEC 0.46 2 3.00 8.00 48.00 22.08 DOOR WSEC I _ 0.00 0.00 DOOR WSEC 0.00 0.00 VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED. U-FACTORS ROOM TYPE REF MODEL FRAME GAS SUM OF AREA AND UA: AREA WEIGHTED U = UA/AREA: ARE DETERMINED IN ACCORDANCE WITH LO-E E PKG U-VAL SPCRS QTY W . H 48.0 22.1 0.46 NFRC 100) AREA UA LOWER FLOOR REC ROOM PICTURE MILGARD 8320 VINYL AIR YES SUNG189 0.27 EDGE 3 2.00 4.00 24.00 6.48 MAIN FLOOR KITCHEN SLIDER MILGARD B120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 4.00 4.50 18.00 4.86 GREAT RM PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2 2.00 6.00 24.00 6.48 GREAT RM CASE MILGARD 8520 VINYL AIR YES SUNC/i89 0.27 EDGE 2 3.00 6.00 36.00 9.72 GREAT RM FR 000R MILGARD 9642 WOOD AIR YES SUNC/i89 0.27 EDGEMAN 1 6.00 8.00 48.00 12.96 FOYER PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2 2.00 7.00 28.00 7.56 FOYER PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 1 6.00 4.00 24.00 6.48 FOYER PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 3 2.00 6.00 36.00 9.72 POWDER CASE MILGARD 8520 VINYL AIR YES SUNC/i89 0.27 EDGE 1 2.00 4.00 8.00 2.16 BATH CASE MILGARD 8520 VINYL AIR YES SUNG189 0.27 EDGE 1 2.00 4.00 8.00 2.16 GUEST SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 6.00 5.00 30.00 8.10 DINING S.G.D. MILGARD 8621 VINYL AIR YES SUNC/i89 0.27 EDGE 1 6.00 8.00 48.00 12.96 NOOK SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 8.00 4.00 32.00 8.64 UPPER FLOOR BATH CASE MILGARD 6520 VINYL AIR YES SUNG189 0.27 EDGE 2 2.00 3.00 12.00 3.24 BDRM 4 SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 6.00 4.00 24.00 6.48 UPPER FOY PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2 2.00 5.00 20.00 5.40 LOFT SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 4.00 4.00 16.00 4.32 MSTR BR SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 8.00 4.00 32.00 8.64 MSTR BA CASE MILGARD 8520 VINYL AIR YES SUNC/i89 0.27 EDGE 1 2.00 3.00 6.00 1.62 MSTR BA SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 2 3.50 3.50 24.50 6.62 BDRM 2 SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 6.00 4.00 24.00 6.48 BDRM 3 SLIDER MILGARD 8120 VINYL ARGON YE$ SUNC/i89 0.27 EDGE 1 6.00 4.00 24.00 6.48 SUM OF AREA AND UA: AREA WEIGHTED U = UA/AREA: 546.50 147.56 0.27 OVERHEAD GLAZING ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL SUM OF 'QTY W H AREA UA AREA AREA AND UA: WEIGHTED U = VA/AREA: VERTICAL GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL SPCRS QTY W H . AREA r : 0.00 0.00 SUM OF VERTICAL GLAZING IN UNHEATED SPACES: (not included in sum at all glazing above) OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL QTY W H 0.00 AREA SKYLIGHT IN UNHEATED in sum of 0.00 SKYLIGHT 0.00 SUM OF OVERHEAD GLAZING (not included SPACES; all glazing above) 0.00 IRC R6O2.8 FIREBLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN TOP STORY AND THE ROOF SPACE FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS; AS FOLLOWS: 1.1 VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2 HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3048 MM). 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRG SECTION RSI1.2.2 4. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE SECTION RIOOI.Ib b. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. PLATE 4 HEADER HEIG,1-ITS ( UNLESS NOTED OTHERWISE ) STANDARD PLATE HEI4HT : 9'-Of ABOVE SUBFLOOR STANDARD HEADER HEIC#IT: T'-103" ABOVE 5UBFLooR STANDARD HEADER 4x12 ALL TUBS * SHOWER STALLS I. FIREBLOGK BETWEEN STUDS 2. LIMIT SHOWER FLOW TO 3 GPM. 3. WALLS SHALL BE WATERPROOF TO T0" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET, SHALL BE SAFETY 6L. 5. THE WATER RESISTANT GNB BASE FOR TILE IN SHOWER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILING. FLOOR FLAN NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. TOP OF DOORS/WINDOWS ® S'-O" ABOVE FINISHED FLOOR UNLESS NOTED OTHERWISE. 4. EXTERIOR WALLS TO BE 2x6 STUDS ® lb" O.G. U.N.O. 5. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R303.6 1. FURNACE HAS A MINIMUM ARE OF q2% 8. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. q. SEE SHEET AI.I FOR ADDITIONAL NOTES. 10. SEE SHEET AI.5 FOR VENTILATION SCHEDULE. II. SEE SHEET A1.3 FOR ALARM SCHEDULE. 0 26 SA. STRAP AROUND W.H. TO WALL ® TOP 4 BOTTOM TOP OF PLATFORM ® t18" ABOVE SLAB 4" DIA STEEL BOLLARD 111 CRANL SPACE PROVIDE MIN. 18"x24" CRAWL SPACE ACCESS 10'-11 " 4'-1" F WHOLE HOUSE FAN W/ AUTO TIMER 4 MANUAL OVERRIDE 10'-11" 3q'-6" 24'-6" TUB/SHOWER 32"x6O" FUTURE WET BAR e 2x6 FURRING WALL AT CONC. WALL IN/ 4 R-21 INSULATION TYPICAL AT HEATED SPACES tt J �1'-8 I/2" 2'-10 I/2" / 2°ba BF BA4 "'LE 266e 3- AR GARAGE CONC. GARAGE NOTE: INSTALL ''a' G.W.B. WALLS 4 POSTS. (2) LA11"ERS %" TYPE 'X' 6.WI13. ® CEILINGS 4 BEAMS. HANDRAIL 0 34' ABV. NOSING +36"H GUARDRAIL TO RESIST 200 LBS 4 IN -FILL COMPONENTS MUST RESIST 50 PSF PER IRC TABLE R3OI.5 PICKETS SHALL 5E SPACED NOT ALLOW A 4" DIA. SPHERE TO PASS THROUGH GAME/MEDIA ROOM CARPET Iq'-11" TIGHT FITTING, I-%" THICK (MIN) SOLID CORE METAL DOOR IN/ SELF CLOSER 4'-6" /4. GOATS 16 RISERS ®T" TREADS = 10" 1 1 I 1 - UP `I HANDRAIL ® 34" ABV. NOSING-�' 15'-5" REG ROOM CARPET I'-8" ADHERED LIGHTWEIGHT STONE VENEER (LEDGESTONE) N' I6'-3" PLANTER 10'-I" 18'-11" I'-O" 10'-11" T,-4" 31-6 " fV 9 .74 (V i r N v \ 0 1 4 1^ r O' 1'-6' / / / LOA 1 LOQR F A\ SCALE: 1/4 = I'-O" D19-0361 �6) 1 3 APR 24 202.1i Cltyof [LI!''e'�'il�d BUILD NG C iVtION fECFIVED CITY OF TUKWILA NOV 1 3 20i9 PERMIT CENTER • t SAZEI DESIGN GROUP, LLC W O N W (V (D Q W = e4 00 ▪ 0 O ZQ N N COo x J xQ ccooYIW--LL ♦ 1 4, si Q 15317 65TH AVE S, TUKWILA WA l Revisions , ACITY CORRECTIONS 2/2,/2019 Drawn 25F Checked Date .ANJARY 1 2014 Sheet A1.3 WHOLE HOUSE VENTILATION X OPTION 1. INTERMITTENT WHOLE HOUSE VENTILATION USING EXHAUST FANS (IRC M1507.3.4) 120 MIN. CFM © 0.25 WG EXHAUST FANS FLOW RATING PER IRC TABLE M1507.3.3(1) OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. OPTION 2. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM (IRC M1507.3.5) PROVIDE OUTDOOR AIR AT 120 CFM PER IRC SECTION M1507.3.3 X MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL OPTION 3. INTERMITTENT WHOLE HOUSE VENTILATION USING A SUPPLY FAN (IRC M1507.3.8) PROVIDE OUTDOOR AIR AT 120 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(1) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR MR INLET DUCT PER IRC TABLE M1507.3.8.2 BACK -DRAFT DAMPER SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW -REGULATING DEVICE OPTION 4. INTERMFFTENTWHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (IRC M1507.3.7) VENTILATION SCHEDULE 2015 IRC SECTION M1507 SYMBOL LOCATION MINIMUM FAN REQUIREMENTS 4 A Bath, Powder, Laundry Min. 50 cfm at 0.25" WG (IRC TABLE M1507.4) B Kitchen Min. 100 cfm at 0.25" WG (IRC TABLE M1507.4) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) a T C Whole House Fan Sized per "Intermittent Ventilation Flow Rate" below. "Whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured at 0.1" WG INTERMITTENT VENTILATION FLOW RATE Min. cfm = 120 at 0.25" WG (IRC TABLE M1507.3.3(1)) (based on 4,365 s.f. floor area & 5 bedrooms) (daily fractional operation time = 75 %) All fans to vent to outside. All other requirements of the 2015 WSEC and the 2015 IRC section M1507 must be met. IRC R602.S FIREBLOCKING FIREBLOGKING SHALL BE PROVIDED TO GUT OFF ALL CONGEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONGEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS; A5 FOLLOWS: 1.1 VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2 HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (5048 MM). 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH A5 OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONGEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R311.2.2 4. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE SECTION RIOOI.16 6. FIREBLOGKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FLOOR FLAN NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. TOP OF DOORS/WINDOWS ® 8'-O" ABOVE FINISHED FLOOR UNLESS NOTED OTHERWISE. 4. EXTERIOR WALLS TO BE 2x6 STUDS a 16" O.G. U.N.O. 5. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R303.6 1. FURNACE HAS A MINIMUM AFUE OF 12% 8. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. 9. SEE SHEET AI.I FOR ADDITIONAL NOTES. I0. SEE SHEET AI.3 FOR VENTILATION SCHEDULE. II. SEE SHEET AI.3 FOR ALARM SCHEDULE. ALL TUBS 4 SHOWER STALLS I. FIREBLOOK BETWEEN STUDS 2. LIMIT SHOWER FLOW TO 3 GPM. 3. WALLS SHALL BE WATERPROOF TO 10" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINPOW5 WITHIN 10" OF DRAIN INLET, SHALL BE SAFETY GL. 5. THE WATER RESISTANT GWB BASE FOR TILE IN SHOWER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILING. PLATE 4 HEADER I -ITS 4T9 ( UNLESS NOTED OTHERWISE ) STANDARD PLATE I-151 1-1T : el-Ib" AEOv6 e11SFLOOR. STANDARD HEAD-eR NElGNT: 1'-10%" ABOVE SUSFLOOR STANDARD HEADER 4x12 AIR LEAKAGE (Building Volume = 39285 cubic feet Components of the building thermal envelope 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 CFM) CFMSOca1c maximum ACH CFMSO.cak = BLDG VOL (PO) X 5 ACH / 60 min = 3274 cfm ACTUAL Blower test result Icfm ALARM SCHEDULE 1 2015 IRC SECTIONS R314 & R315 SYMBOL DESCRIPTION REQUIREMENTS Smoke Alarm *110 V interconnected we/ battery backup. *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 prevents placement in a required location. *Listed in accordance with UL 217 and to comply with NFPA 72. 0® Combination Smoke Alarm & Carbon Monoxide Alarm *Installed on each floor, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and in a bedroom that contains a gas fireplace in the bedroom or adjacent bathroom. *Smoke alarm requirements per above. *Combination smoke & carbon monoxide alarms listed in accordance with UL 217 & UL 2034. 1- MAIN 2'-0" T-4 3/4" 14,-4" 1'-4 3/4' 4. 0°6° DB_ SLDR NOOK ry tV rn m GOOKTOP V.T.O. + 36" ISLAND INSTALL 48" WIDE DIRECT 1 VENT GAS FIREPLACE PER MANUF. SPECS. WITH RAISED HEARTH. GREAT RN W.P MEMB o/ GARAGE - L Q O F L A N SCALE: 1/4" = 1'-0" 41'-6" 6'-1 5/4" HANDRAIL a 34" ABV. NOSING 4'-4I/2" I'-8" 5'-1" 411-6" 13'-10" 6'-3 3/4" 6°E° 5.6.D. (Si DINING HW CASED OPENING 11 RISERS s 13/4 TREA051 = i 0" ro HANDRAIL a 34" ABV. NO5 NG 5'-cl 1/2" I -4' 6°5° SLDR EGRESS 3'-1 1/2" FLR ABV /4'5" 6'-3 1/8" 5'-11 I/2" GUEST CARPET 8'-I 1/2" (2) 3°8°BF LINEN 5 SI-I. E3ATH TILE TILE R. 4 5. 2'-6" 1 6'-1 1/8" +36"H GUARDRAIL TO RESIST 200 «i LBS E IN -FILL COMPONENTS MUST RESIST 50 PSF PER IRC. TABLE R3O1.5 PICKETS SHALL BE SPACED Nor ALLOW A 4" DIA. SPHERE TO PASS THROUGH FOYER (2) 3°8° ENTRY DOORS vr/ 6°4°1RANWOM ABOVE (5G) 4'-6" 4'-6" COV ID 2'-2" FORCH GONG PLANTER `Q in D19-0361 WHOLE HOUSE FAN IN/ AUTO TIMER 4 MANUAL OVERRIDE CO ai 242 City, a BUILD..::. );', £I': ID CITY OF TUKWILA NOV 1 3 NS PERMIT CENTER AREA SUMMARY LOWER FLOOR: 1,001 S.F. MAIN FLOOR: 1,1412 5.F. UPPER FLOOR: 1,564 5.F. TOTAL FINISHED AREA: 4,365 S.F. COVERED PORCH/PATIO: 114 5.F. UNCOVERED DECKS: 145 S.F. GARAGE: 584 S.F. LOWER LEVEL FLOOR PLAN Q 15317 65TH AVE S, TUKWILA WA �Revisions ` ACITY CORRECTIONS 2/21/2019 A- 0 Dawn 'SF Checked Dote JANUARY' 1 20'4 Sr eel A1.4 • Residential Construction Energy Compliance r AIR BARRIER AND INSULATION INSTALLATION TABLE R402.4.1.1 COMPONENT AIR BARRIER CRITERIA.' INSULATION CRITERIAa Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous air barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Class I or II vapor retarders are required on the interior side of framed cavities. Cavity insulation installation Ha OdVnles n Ule uremel enve.Uhe Jean oe 1ICU W Ill1 HISUIdHUM Me uensny m Ule nm mdUU l JlldlI Ue dt me manufacturers' product recommendation and said density shal be maintained for all volume of each cavity: Batt type insulation w ill show no voids or gaps and maintain an even density for the entire cavity. Batt insulation shall be installed in the recommended cavity depth. Mere an obstruction in the cavity due to services. blocking, bracing or other obstruction exists, the batt product w it be cut to fit the remaining depth of the cavity. Where the bait is cut around obstructions, loose lift insulation shal be placed to fill any surface or concealed voids, and at the manufacturers' specified density. Where faced ball is used, the installation tabs oust 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. hsulation that upon installation readily conforms to available space shall be installed filling the entire cavity and within tha nnmlfarturarc' dancev rarnmmanilatinn Ceiling/attic The air barrier in any dropped ceilinglsoffi shal be aligned w ith the insulation and any gaps in the air barrier sealed. Access openings, drop dow n stair or knee w al doors to unconditioned attic spaces shall be sealed. Batt insulation installed in atlic roof assemblies nay be compressed al exterior w all Ines to allow for required attic ventilation. The insulaton in any dropped ceiling or soffit shall be aligned w ith the air barrier. Walls The junction of the foundation and sil plate shall be sealed. The junction of the top plate and top of exterior w ells shall be sealed. Knee w ells shall be sealed. Cavities w ithin corners and headers shall be insulated by completely filling the cavity with a material having a minimum thermal resistance of R-3 per inch. Exterior thermal envelope insulation far framed w als shall be installed in substantial contact and continuous alignment w ith the air barrier. Windows, skylights and doors Space betw een window /door jambs and framing and skylights and framing shall be sealed. Rim, joists 13mjoists shall include the air barrier. Rim joists shall be insulated Floors (including above- garage and cantilevered) The air barrier shall be installed at any exposed edge of insulation. Installed to maintain permanent contact w ith underside of subfloor decking or permitted to be in contact w ith the topside of sheathing or continuous insulation installed on the underside of floor framing and extend fromthe bottom to the top of al Crawl space Walls Soil in unvented crawl spaces shaN be covered with Gass I, black vapor retarder w ith pints taped. Where provided in lieu of floor insulation, insulation shall be permanently attached to the craw !space walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit and installed to the correct density w ithout any voids or gaps or compression. Narrow cavities shal be filed by insulation that on installation readily conforms to the available cavity space. Garage separation Air seeing shall be provided betw een the garage and conditioned spaces. Recessed lighting Shah be sealed to the dryw all. Shall be air light, and C rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around w iring and plumbing in exterior w ails. 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 al exterior w ells adjacent to showers and tubs shal separate them from showers and tubs. Exterior w alls adjacent to showers or tubs shall be insulated 1 ElectricaVphone box Barrier shall be installed behind electrical or communication boxes on exterior w all or install air sealed boxes. HVAC register boots Boots that penetrate building thermal envelope shall be sealed to the subfloor or dryw all. Concealed Sprinklers When required to be sealed, fire sprinklers shall only be sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids betw een fire sprinkler cover plates and w alis or ceilings. footnote a In addition, inspection of fog walls shall be in accordance with the provisions of ICC-400. IRG R602.S FIREBLOCKING FIRESLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONGEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN TOP STORY AND THE ROOF SPACE FIREBLOGKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPADES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS; AS FOLLOWS: 1.1 VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2 HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3045 MM). 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R311.2.2 4. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOGKING OF CHIMNEYS AND FIREPLACES, SEE SECTION R1001.I6 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FLOOR FLAN NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS a DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. S. TOP OF DOORS/WINDOWS ®8'-0" ABOVE FINISHED FLOOR UNLESS NOTED OTHERWISE. 4. EXTERIOR WALLS TO BE 2x6 STUDS @ 16" O.G. U.N.O. 5. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R3O3.6 T. FURNACE HAS A MINIMUM AFUE OF 425E, 8. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, CLOSETS, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. 9. SEE SHEET AI.I FOR ADDITIONAL NOTES. 10. SEE SHEET AI.3 FOR VENTILATION SCHEDULE. II. SEE SHEET AI.3 FOR ALARM SCHEDULE. ALL TUBS 4 SHOWER STALLS I. FIREBLOGK BETWEEN STUDS 2. LIMIT SHOWER FLOW TO 5 GPM. 5. WALLS SHALL BE WATERPROOF TO 90" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINDOWS WITHIN T0" OF DRAIN INLET, SHALL BE SAFETY 6L. 5. THE WATER RESISTANT GAB BASE FOR TILE IN SHOWER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILING. PLATE 4 i-M41:aR !-IEIGIHTS ( UNLESS NOTED OTI-IERWISE STANDARD PLATE HEIGHT : a' -Ile ABOVE SUEFLOOR STANDARD HEADER f1£IGNT: 51-101," ABOVE SUSFLOOR STANDARD HEADER 4x12 UFF I 5'-IO 1/2" ROOF BELOW WALL BELOW LINEN 5 SH. EGRESS 12'-2 1/2" BDRM #2 BDRM #3 8'-1 0 1/2" (2) 306bBF WALL BELOW ROOF BELOW )_INEHJ 5 SHj 2'-I 1/2' Y 311-6" 13'-10" 3°56 SLDR 5.G. MSTR BATH 246e TILE 3'-"11/2" 4'-6" 2'-1' aay.amama raw n (2) 5°65BF 1/2" EGRESS 1 Q#R F A\ SCALE: 1/4" = I'-0" EL A C.PT 5'-11 1/2 BDRM #4 CPT 3'-5 I /2" SEE MAIN FLOOR PLAN FOR WINDOWS SIZE AC LOCATION 39'-6" D19-0361 11'-4" 5'-8' SLDR S.G. CHASE FOR HEAT 4 RETURN AIR SEE MAIN FLOOR PLAN FOR WINDOW SIZE AND LOCATION 6'-O" ROOF BELOW APR. 2 4 f.ta City of lIncl ( B1)ILD YG RECEIVED Cif'? OF TUKWIL4 NOV 1 3 2019 PERMIT CENTER • • I DESIGN GROUP, LLC • W tin O CO •aNCO 111 • cN ¢ do = N CO _O Z LC)la wct (D I LLL • • LOWER LEVEL FLOOR PLAN CO 0 J 1 Q J 1 W Z W 0 (I) ) I.V 4 15317 65TH AVE S, TUKWILA WA ilk .”ision s ACITY CDRRE:` .S I 2/21/2019 n- 0 Drown DSF Checked Date -AN)ARY 1 20.E Sheet A1.5 CONT. METAL GUTTER OVER 2x6 FASCIA 133.04' UPPER LEV.F ATE 124.46' Y m N 114.65' V m n 104.33' STANDING SEAM MT- ROOFING 2xb TRIM 36" METAL GUARD RAIL MAIN LEV. SUBFLOOR LOWER LEV. PLATE LOWER LEV. SUBFLOOR 6:12 14" TRIM 14" TRIM (SbJ r (5G) ; (SG) (5G) MI - I L (56) �� 1 L (SW (56) (SG) r--I L I 2x12 RAKE BOARD F .0eo.�iiier..a rls'n eiFifir!f ii��%� ri e�=s:-':II t .z%'- 1 LJ 1 11 E,45T (FRO\T) ELEVATION SCALE: 1/4" = 11-0" L J vv v -1 MAX. HEIGHT TO MIDPOINT OF HIGIICOT RIDGE�14023' MIDPOINT OF HIGHEST RIDGE (136.61') ENTRY PL HARDIE PANEL 133.04' 104.33' 2x6 CORNER TRIM TYP. MAIN LEV. SUBFLOORNv AVG. EXISTING GRADE 110.23' ELEVATION NOTES I. PROVIDE CONTINUOUS METAL GUTTERS TYPICAL. 2. PROVIDE ROOF VENTS PER IRG SECTION R6,06.1 TYPICAL. 3. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS. 4. REFER TO SECTION RIOOI IRC. FOR CHIMNEY CONSTRICTION. 5. PROVIDE NEARER -STRIPPING AT ALL DOORS AND WINDOWS. CAULK ALL JOINTS AND PENETRATIONS IN EXTERIOR WALL. 6. BRICK TO SE SUPPORTED BY STEEL LINTELS AND SHALL NOT BEAR ON WOOD FRAMING. T. FINISHED EXTERIOR GRADE TO SLOPE AWAY PROM BUILDING AT A SLOPE OF AT LEAST 2% FOR A MINIMUM OF 5 FEET. 8. POST APPROVED NUMBERS OR ADDRESS ON THE DWELLING. ADDRESS SHALL BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING THE DWELLING WALL FLASHINS NOTES: APPROVED CORROSION Pa;rr;VE FLASHING SHALL BE PROVIDED IN THE, EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHIN65 SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS AS APPLICABLE. AT THE TOP OF ALL EXItMiOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAK PROOF EXCEPT THAT SELF FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1 1/2" OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING INCLUDING CORNERS, DO NOT REAUIRE ADDITIONAL FLASHING. JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. UNDER AND AT THE ENDS OF MASONRY, METAL OR WOOD COPINGS AND SILLS CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD FRAME CONSTRUCTION AT WALL AND ROOF INTERSECTIONS AT BUILT-IN GUTTERS 6:12 La48251T1OIL5HINGLE5� 12 6I 12 6 ti CONT. METAL &UTTER OVER 2x6 FASCIA\ 2x6 TRIM 6:12 11— 1 1- r—LLl_l I I r 1— L-r J MAX. HEIGHT TO MIDPOINT OF HIGHEST RIDGE 140.23' MIDPOINT OF HIGHEST RIDGE (138.61') 2x6 CORNER TRIM TYP. EXPOSED LAP LAP SIDING 291-4 4/I6" ! I .. : I 'vl:L. i APR 24Z3 City of •TU?:' 3UIL]:'.': !`::,./L. O O m DT9-O36t WEST ELEVAi ON SCALE: I/4" = I'-0" F'ECEeV ED CITY OF TUKWIL.A NOV 1 3 2019 P.F'MIT CENTER 1 0 U J —J 0 0 0 Z 0 W 0 W 4 MAIN FLOOR PLAN 7 • Revisions &CITY CORRECTIONS 2/21/2019 + m Dr® Checked Oats SIMPLY el 3001 Sheet AL6 Job — 140.23' MAX. HEIGHT TO MIDPOINT CF ril$HE5T ZIDSE ____ mot---- ------------------------------ - ---_"_--_- ----- I MIDPOINT OF HIGHEST RIDGE (136.61') 6:12 6:12 HARDIE PANEL�� 36" METAL GUARD RAIL` NORTH �s��rtawee a sow 12 6 8:2 Ectiarr-1171; eo= LIGHTWEIGHT STONE VENEER (LEDGESTONE) VAT Oil SCALE: 1/4" = I'-0 133.04' UPPER LEV. PLATE 124.96' it.,UPPER LEV. SUBFLOOR (4 N. MAIN LEV. PLATE 114.65' 104.33' 2x6 CORNER TRIM TYP. 6" EXPOSED LAP SIDING, MAIN LEV. SUBFLOOR ei LOWER LEV. PLATE 4' RET'G WALL r —— FIN. &R OEE- 119.11' 1 _J �LOY'ER LEV. SUBFLOOR 12 12 --J 6:12 COMPOSITION SHINGLES 12 UI 1 tR LEY. PLATE 133.04' EXPOSED LAP 51DIN6 2x6 CORNER TRIM TYP. ZIPPER LEV. SUBFLOOR 7� MAIN LEV. PLATE Pi rac EXIST GRADE 4' RET'G WALL IN46H-ORA1PE rL L SOUTH ELEVATION L J r-11—, 124.46' MAIN LEV. SUBFLOOR 7 114.65' LOWER LEV. PLATE ry"c 1 1 1 J LOWER LEV. SUBFLOOR 0:12 2x6 TRIM LIGHTWEIGHT STONE VENEER (LEDOE5TONE) 10433' COMPOSITION SHINGLES 8:12 2x 2 RAKE BOARD L WALL FLASHING NOTES: APPRJVED CORROSION RESISTIVE FLASHING SHAD. 5E PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER A5 TO PREVEN" ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS AS APPLICABLE. AT THE TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAK PROOF EXCEPT THAT SELF FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1 1/2" OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHING. JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED er THE BUILDING OFFICIAL. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. UNDER AND AT THE ENDS OF MASONRY, METAL OR WOOD COPINGS AND SILLS CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM WHERE EXTERIOR. PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR. FLOOR ASSEMBLY OF WOOD FRAME CONSTRUCTION AT WALL AND ROOF INTERSECTIONS AT BUILT-IN GUTTERS ELEVATION NOTES 1. PROVIDE CONTINJOUS METAL GUTTERS TYPICAL. 2. PROVIDE ROOF VENTS PER IRG SECTION R606.1 TYPICAL. 9. PROVIDE GALVANIZED SHEET METAL FLASHING MD COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS. 4. REFER TO SECTION RIO01 IRG. FOR CHIMNEY CONSTRUCTION. 5. PROVIDE MATHER-STRIPPING AT ALL DOORS MD WINDOWS. CAULK ALL JOINTS AND PENETRATIONS IN EXTERIOR 6. BRICK TO BE SUPPORTED BY STEEL LINTELS AND SHALL NOT BEAR ON WOOD FRAMING. 1. FINISHED EXTERIOR GRADE TO SLOPE AWAY FROM BUILDING AT A SLOPE OF AT LEAST 2% FOR A MINIMUM OF 5 FEET. 8. POST APPROVED NUMBERS OR ADDRESS ON THE DWELLING. ADDRESS SHALL BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING T}E DWELLING. MAX. HEIGHT TO MIDPOINT OF HIGHEST RIDGE.140.23' MIDPOINT OF HIGHEST RIDGE (138.61') I J 36" METAL GUARD RAIL Al ( 2. 4 2V:.0 fECEIVED CITY OF TUKWILA NOV 1 3 2019 P'RMIT CENTER I U J J CC 0 Z•cc) w 0 1` � OD W c > CV W < - o 0 = CV CO p WWW r Z N N coYvv J • Xco co QQ CO Li_ • ♦ MAIN FLOOR PLAN Revisions CITY CCRREC11ONS 2/21/2019 Drown DIP Checked DoteY T JOM Sheet AL7 SCALE: 1/4 = 1'-0" Job • ROOFING PER ELEVATION 30/ FELT 1/I6a ass SHEATFiiNG T'"P 2x RAFTERS CR TRi5SEB I ER PLANS INSULATION PER ?LANS (R-49) C.eb CEILING FINISH SIDING PER PLANS OVER 15/ FELT ON MN.'A APA-RATED SHEATHING OVER 2x6 STUDS • 16" O.C. R-21 FIBERGLASS BATT INSULATION ?4WD INTERIOR FINISH FLOOR FINISHED FLOORING ON .° T'G UL GRADE PLYWOOD OVER FLOOR JOISTS PER PLANS R-30 Barre OVER UNHEATED SPACE lf" CLUB CEILING OVER FINISHED SPACE Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date $i 't : •All Climate Zones _ .. R-Values U-Factora Fenestration U-Factor° nla 0.30 Skylight U-Factor nla 0.50 Glazed Fenestration SHGCae n/a n/a Ceilingk 40 0.026 Wood Frame Wallg m" 21 int 0.056 Wass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall°m 10/15121 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft nla 'Table R402.1.1 and Table R402..3 Footnotes included on Page 2. Each dwelling unit In a resldentia building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to e>dsting building that are greater than 500 square feet of heated floor area but less than 1500 square feet. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving 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. 1. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) Efficient Building Envelope 1a Efficient Building Envelope lb Effident Building Envelope lc Efficient Building Envelope ld Air Leakage Control and Efficient Ventilation 2a Air Leakage Control and Efficient Ventilation 2b Air Leakage Control and Efficient Ventilation 2c High Efficiency HVAC 3a High Efficiency HVAC 3b High Efficiency HVAC 3c High Efficiency HVAC 3d High Efficiency HVAC Distribution System Efficient Water Heating 5a Efficient Water Heating 5b Efficient Water Heating 5c Efficient Water.Heating 5d Renewable Electric Energy Total Credits *Plea se refer to Table R406.2 for complete option descriptions '12uu KWn 0.0 3.50 la (0.5 pt) Efficient Building Envelope la: Table R402.1.2 Prescriptive compliance with openings U = 0.28, floor R-38, slabs R-10 perimeter and entire slab, OR Total UA Equivalent compliance Target UA reduced by 5%.(0.5 pt) 2a (0.5 pt) . Air Leakage Control and Efficient Ventilation 2a: Compliance per R402.4.1.2: Envelope leakage reduced to maximum 3.0 ACH. Whole house sentilation requirements met by ventilation system per IRC M1507.3 with high efficiency fan (maximum 0.35 watts/cfm) that is not interlocked with furnace ventilation system. (0.5 pt) 3a (1.0 pt) High Efficiency HVAC Equipment 3a: minimum AFUE of 950/0 gas, propane, or oil -fired furnace OR minimum AFUE of 92% gas, propane, or oil -fired boiler. Plans shall specify type, size, and minimum efficiency. (0.5 pt) 5a (0.5 pt) Efficient Water Heating 5a: All showerheads and kitchen sink faucets shall be rated at 1.75 gpm or less, all others at 1.0 gpm or Tess when tested in accordance with ASME Al12.16.1/CSA B125.1. (0.5 pt) 5b (1.0 pt) Efficient Water Heating 5b: Water heating system shall include one of the following: gas, propane or oil water heater with minimum EF of 0.74; OR water heater heated by ground source heat pump with minimum COP of 3.3 OR open -loop water source heat pump maximum pumping hydraulic head of 150 it and with COP > 3.6. Plans shall specify heating equipment type, size, and minimum efficiency. (1.0 pt) 3A - RHEEM RGI6VA1152524 M5A 6A5 FURNACE (q8% AFUE) TOTAL MAX FURNACE OUTPUT= 40,600 STUN 53 - AMERICAN - HPSE 10280H0451W-80 GAL HYBRID GAS/ELEGTRIC HEAT PUMP WATER HEATER EF=2.12 MANUFACTURED TR.)'.CC3 • 24" O.G. R-49 INSULATION TYP. • CEILINGS rrr. 2x6 STUDS 16" O.G. W/ R-21 INSULATION TYP, FINISH PER ELEVATION OVER 15Ib PELT OVER /4" T. 4 G. PLYWOOD OVER 1/2" COX OR 06B. 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PLATE 155.04' MAIN LEV. SUBFLOOR 114.651 PI LONER LEV. PLATE ei LOWER LEV. SUBFLOOR 10433' Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating bads only. ACCA procedures for sizing coding systems should be used to determine cooling loads. (window) and door portion of this calculator assumes incorporated insulation requirements are the minimum fill out all of the green drop -downs and boxes that are will be calculated for you. If you do not see the at (360) 956-2042 for assistance. the installed glazing prescriptive amounts applicable to your project. in and door products have an area weighted average U-factor of specified by the 2015 WSEC. As you make selections in the drop -downs for each section, drop -down options, please call the WSU Energy Extension The glazing 0.30. The Please some values Program selection you need the Project Information Heat Sum of Envelope srmo/D2XAr Air Leakage Volume Building Air Leakage Building butts In Ducts In Maximum euildng Bunting Contact information > r} - CI i 1; - Wit..., Heating System Type: Al Othersysterrs cursor on the xaret'instructions". Pimp Design Temperature Difference nT=Indoor (TO degree) - Outdoor (AT) 46 Design Temp Volume = UA 174.44 = UA - = UA 54.08 UA UA 141.34 UA 20.38 UA 53.89 i UA -- To see detailed instructions for each section. pace your Design Temperature Inetruc:ota Tukwila Area of Building T.l ft) Conditioned Floor Area tnsiruction; Conditioned Floor Area (sq Average Ceiling Height Instruction; Average Ceiling Height (ft) Glazing and Doors IItI,L4. 65 Conditioned &f}J 39.285 U-Factor X Area h %trv<tion; Skylights `623 0.28 : U-factor X Area Instruction; Insulation 0.50 I> 0 3 ;,_ U-Factor X Area Attic Ie4A • Single Ratter or .mist Vaultad cedinas 0.026 ,.20S0. U-Factor X Area InStructio,i I RteR R-W Nil i.r.1 I4o selection 0 ' a- Above Grade Walks free Figurer) U-Factor X Area Instruetiard IR-21 Intermediate p'..! Floors 0.056 U-Factor X Area instructona L. L' Mi >c 0.025 `ti3;:i U-Factor X Areaq� Below Grade Wails ram noure it Instruction; I R21'rano, Slab Below Grace /seeflcura U 0.042 .: I F-Factor X Len th InslrecHatB 'R-g ThelaWlBreak at tlaa edge �. Slab on Grade (as*Fictive 0 0.570 �s^� F-Factor X Length 1 UA 51.48 . j r l::, �`- vL10.S.:I, Instruaia,; _ I RVFuly Insulated J 0.360 - 143: - : - Location of Ducts Duct Leakage Coefficient 1.10 UA Heat Load Heat Load 06XITX.Ofa Design Heat Load + Envelope Hear Loss and Duct Heat Load unconditioned space' Sam of Building con01noned space: Sum of Building Heat Heat Equipment Output end Duct Heat Loss X 1.J0 for Forced and Duct Heat Loss X 125 for Heat Pump InstructiorA untonddronedSpace 495.61 22,798 Btu/ Hour 19,517 Btu / Hour 42,315 Btu / Hour 46,546 Btu / Hour Heat Lass X 1.10 Loss X 1 65,165 Btu / Hair Air Pomace Figure 1. Above Grade - f 1 • • • Q !s.vbtans A_L 221 CITY COR9EC110N5 A' - 2/21/2019 ' Drawn Checked Dover 7 x01/ Sheet M8 Job 1 ♦ p AYED CEILING LINE 3" NEWEL POST 4%" SPHERE LANDING 2x6 JOISTS • 161 oa 2x4 LEDGER 2x4 p¢IPPLE WALL ® SECTION 44" SPHERE HANDRAIL Is" BALUSTER PLLAANSE OL STAIR Ix12 SKIRTBOARD Ik" TREAD �x4 THRUST BLOCK •TT•le"EAT. STA IR DETAIL 2- VENTILATION DUCT MIN. 3"X3" HOT WATER PIPE INSULATION READ EXHAUST TO OUTSIDE ISOMETRIC DIAGRAM Ix12 FIpGIS 1 STRI } FINISH FLR CLEARANCE TO COMBUSTIBLES OR A5 PER MANUF. LISTING. MIN. 61x6" SO. B-VENT EXHAUST EXPANSION TANK REO'D w/ CLOSED PLUMBING SYSTEM PER UPC SECTION 60S3 COW WATER SUPPLY plpE W/ SHUT OFF ( 5EE NOTE "6) TEMPERATURE AND PRESSURE RELIEF VALVE (DRAIN TO OUTSIDE OR OTHER APPROVED LOCATION) (2) 22 GA. x 3/41 SEISMIC STRAPS REQUIRED • UppER AND LOWER I/3rd OF TANK CONTROL UNIT — 18" MIN. REAP. BETWEEN BOTTOM EDGE OF SOURCE IGNITION AND FINISH FLOOR LEVEL. UpC 5082 - STAND REQb N GARAGE LOCATIONS PER UPC 50$3.14 (U BOLT STAND To WALL OR FLOOR PROVIDE PROTECTIVE STEEL BOLLARD IF WATER HEATER IS PLACED IN FRONT OF A PARKING STALL. PROVIDE ADEQUATE ANCHORAGE To FLOOR Ix12 FINISH STRINGER 2x4 BLK'G 2x4 SPACER 2x4 STUD WALL 2x4 STUD WALL © SECTION HORIZONTAL 2x4 CROSS BRACE • EACH STRAP ACROSS 4 STUDS 4" MIN. 12"MAX. V4" x 4" LAG SCREWS w/ CUT WASHERS 1/4" x 2" LA4 SCREWS w/ CUT WASHERS TOP VIEW STRAP FASTENED TO cROss BRACE PROVIDE WOW BLOCKING BETWEEN WALL 4 TANK • EACH STRAP 4" MINL 12" MAX. I/4" x 4" LAG SCREWS w/ CUT WASHERS TOP V EW STRAP FASTENED DIRECTLY TO STUD FRAMING BENERALI 1. PLUMBER'S TAPE SHALL NOT BE USED AS A SEISMIC ANCHOR STRAP. 2. WATER HEATER SHALL BE STRAPPED TO RESIST MOTION DURING AN EARTHQUAKE, PROVIDE A MINIMUM OF TWO STRAPS. ONE LOCATED AT THE UPPER THIRD AND ONE LOCATED AT THE LOWER THIRD OF THE TANK BODY. 3. FASTENERS USED TO ANCHOR THE RESTRAINTS TO THE WALL SHALL BE 114' x 4' LAG SCREWS INTO THE WALL FRAMING MEMBERS, DRILL PILOT HOLES ON CENTERLINE OF STUD, INSTALL 1147t4' LAG BOLTS w/ CUT WASHERS THROUGH HOLES IN THE STRAP. 4. LIQUID 8 PASTE FLUXES FOR SOLDERING APPLICATIONS OF COPPER & COPPER ALLOY TUBE SHALL BE MANUFACTURED TO MEET THE ASTM B 813 STANDARDS. 5. THE WATER HEATER INSTALLER SHALL COORDINATE AND SCHEDULE ALL REQUIRED INSPECTIONS. 8. INSTALL 2 AIR VENT DUCTS TO PROVIDE FOR COMBUSTION AIR REQUIREMENTS, EACH DUCT SHALL HAVE A MINIMUM AREA OF 1 S(LIN. OF VENTING PER 5,000 BTU/1-1 INPUT. 7. INSTALL A VACUUM RELIEF VALVE IN THE COLD WATER SUPPLY UNE ABOVE THE HIGHEST POINT OF THE TANK NO OTHER VALVE SHALL BE PI 4r's11 BETWEEN THE REUEF VALVE & THE TANK 8. 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. D19-0361 TYPICAL MEGI-1ANICAL SYSTEMS INSTALLATION REQUIREMENTS NO SCALE VOLUTE NEWEL POST 1/2"•11-0" LF ADHESIVE 2x2 RAFTER SOLID ROOF SHEATHING SEE STRUCTURAL DTL'S. 2xS VENT ELK w/2" HOLES 4 SCREEN SHIPLAP RIP TAIL TO MATCH 2x8 245 FASCIA 2x6 Ix12 w/ Ix4 TRIM Ix CLEAT 2x4 FURRINC� R-30 INSIJL. RTIS RAFTER TIE • EA. RAFTER I/2" CeW13 (2) 2x HDR • WALL OPENINGS PER PLAN w/ 25J" RIGID INAlu . CORNICE DETAIL w/ SI-IORT SAYE CATHEDRAL CLG w/ SLOPE W12 FIGURE 4, FIGURE 8, STEP 5 APPLY ' NDOW WRAF FL It•4 AT JAMBS .Y =. DING PAPER WITH THE ST COURSE FIRST Ixl2 SKIRTBOARD MITRED TO FINISH RISERS 3) 2x12 STA 4 3/4" TYp. • GUARD J]I�Ii< 1 SOLID BLOCK SET1LEEN STRINGERS • Top AND BOTTOM OF CONCEALED SPACE ALL ENCLOSED USABLE WAGE UNDER THE STAIR SHALL HAVE 1/2" GYPSUM WALLBOARD INSTALLED ON THE ENCLOSED SIDE OF WALLS AND SOFFITS 5 L WINDOW WRAP AT HEAD FINISH FLR Ix12 SKIRT BOARD VGUARDRAIL ALLISTER NEWEL POST OPEN SPACE BETWEEN BALUSTERS SHALL NOT ALLOW PASSAGE OF A SPHERE AS SHOWN INSET DETAIL 'BALUSTRADE ELEVATION to/ pus voLUTi _ tt FIGURE 2, FIGURE 6 P2 1. TALL CORNER STEP 3 INSTALL SILL PAN TWIcAL WRAP DETAILS Jay EXTERIOR LUJALL OPENINGS WRAP DETAILS AT DOOR AND WINDOW OPENINGS SIMILAR 3/4" • II-011 INSTALLATION SEQUENCE STEP 1 (SEE FIGURE 1.) APPLY 9' WIDE WINDOW WRAP FLASHING TO BOTTOM EDGE OF ROUGH OPENING. SEAL OR STAPLE TOP EDGE ONLY, LEAVING BOTTOM EDGE AND SIDE FLAPS UNFASTENED TO ALLOW BUILDING PAPER TO TUCK UNDER. SEE FIGURE 8 STEP 2 (SEE FIGURE 2.) INSTALL CORNER FLASHING AT EACH END OF JAMB. APPLY SEALANT TO TOP EDGE. STEP 3 (SEE FIGURE 2.) INSTALL SILL PAN FOR THE FULL DEPTH AND WIDTH OF SILL FOLD OVER THE EXTERIOR SILL FLASHNG A MINIMUM OF THREE INCHES. STEP 4 (SEE FIGURE 3.) SEAL WINDOW TO OPENING BY APPLYING A CONTINUOUS BEAD OF SEALANT TO BACKSIDE OF MOUNTING FLANGE NEAR OUTER EDGE OF SIDES AND HEADER ONLY. (AS AN ALTERNATIVE APPLY SEALANT TO PERIMETER OF OPENING ALONG THE SIDES AND TOP AT A POINT TO ASSURE A CONTINUOUS SEAL TO THE BACKSIDE OF THE MOUNTING FLANGE) USE ONLY EXTERIOR GRADE ELASTOMERIC SEALANT. SHIM AND ADJUST WINDOW TO PLUMB, SQUARE AND LEVEL CONDITION. USE CORROSION RESISTANT FASTENERS PER MANUFACTER'S INSTALLATION INSTRUCTIONS. ETi R 6 (SEE FIGURES 4 AND 5.) APPLY V WIDE WINDOW WRAP FLASHING OVER SIDE WINDOW FLANGES. USE SELF-ADHESIVE WRAP OR APPLY SEALANT TO FLANGE AND PRESS WRAP EDGE INTO SEALANT. LEAVE THE AREA BELOW THE TOP OF THE LOWER COURSE OF BUILDING PAPER UNFASTENED, TO ALLOW FOR THE BUILDING PAPER TO BE INSTALLED UNDERNEATH THE JAMB AND SILL FLASHING (SEE FIGURE 5). REPEAT AT HEAD OF WINDOW. CAULK ALL JOINTS, HOLES, GAPS OR TORN AREAS IN WRAP. STEP 6 (SEE FIGURES a AND 7.) INSTALL PRE -FINISHED 24 GA GALV. HEAD FLASHING AT TOP OF OPENING FRAME. EXTEND FLASHING 3/4' BEYOND THE JAMB EDGE OF THE FRAME. APPLY A 8' WIDE SELF ADHESIVE BBS BITUTHENE MEMBRANE STRIP OVER HEAD FLASHING AND EXTEND EACH END A MINIMUM OF 12' BEYOND THE JAMB EDGE OF THE FRAME. STEM 7 (SEE FIGURE 8.) INSTALL BUILDING WRAP FROM BOTTOM TO TOP, OVERLAPPING EACH SUCCESSIVE COURSE SLIP BUILDING WRAP UNDER SILL SECTION OF WINDOW WRAP. SEAL OR STAPLE WINDOW WRAP IN PLACE OVER BUILDING WRAP. INSTALL BUILDING WRAP OVER JAMB SECTION OF WINDOW WRAP FLUSH TO WINDOW FRAME. INSTALL BUILDING WRAP OVER HEAD SECTION OF WINDOW WRAP FLUSH TO WINDOW FRAME. r.c. n L.�£fi'-'l CITY OF TUKWILA NOV 1 3 20!9 PER[01T CENTER 3/Su 2 I'-0'I I • CO o r Z53 co co • a)N00 LQN(O a71ao = N 00 J v 1A • ce J � (c I- LL. • 1- 0 J Q J NW • Revisions ACM 0ORRECTIONS 2/21 2019 ' Do. Checked DSF Jcte JATNJA*Y Y 2019 S^set A21 .ieh STRUCTURAL NOTES SEAL ALL MATERIALS AND WEAR WANSEIP SHALL BE AS SPECIRED BY THE CONSTRUCTION DSAWNGS AND SPECBRCATK7NS AND SHALL CONFORM TO T}-E- e4 i EIFEM EENI E OF ALL APPLICABLE CODES IN u 1 LCT. WHERE THERE E A coNF-trr BETWEEN THE CCESTHUCT0N DRAWINGS AND TIE REI v'iB4CED CODES, THE REFERENCED CODES AND STANDAF:3S SHALL APPLY. THE OONTRACTOOR SHALL VERIFY ALL. DIMENSIONS AND CONDITIONS FOR COM4PATBILJTY AND SHALL NOTIFY THE DES$&'IER AND OR THE ENGINEER OF ANY DECRETAINCES N THE DRAWINGS PRIOR TO THE START OF ANY CONSTRUCTION. WORIKNG DRAWINGS IT'IDCATE GENERAL AND TYPICAL. DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECFiCALLY INDK:ATED BUT ARE OF SIMILAR CHARACTER 70 THE DETAILS SHOWN, SMLAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO THE REVIEW AND APPROVAL BY THE DESIGNER AND THE ENGNEER OF THE RECORD. THE CONTRACTOR SHALL PROVDE ALL TB.FORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND rrs COMPONENTS UNTIL ALL Ff4AL CONNECTIONS HAVE BEEN COMPLEIH). THE CONTRACTOR SHALL BE RESPONSIBLE FOR All REQUIRED SArt rY PRECAUTKN4S AND THE METHODS, TECHNOUES, SEOUENCNG OF OR PROCEDURES REQUIRED TO PERFORM THE WORHK. ALL CONTRACTOR INITIATED CHANCES SHALL BE SUBMI EEL/ N WRITING TO THE DESIGNER OR THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. THESE STRUCTURAL DRAWINGS SHALL BE ILRED N CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER APPLICABLE CODES AND STANDARDS THE STRUCTURAL DESIGN HAS BEEN PREPARED N ACCORDANCE WIi1-I THE LATEST EDITON OF THE FOLLOWING CODES AND STANDARDS. AMERCAN CONCRETE INSTITUTE ACI 318-11 BULDINC CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI-301-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE-SP 66-04 CONCRETE DETALING MANUAL AMERCAN INSTITUTE OF STEEL CONSTRUCTION - ANSI/ASC 360 SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL AMERCAN WELDING SOCIETY - AWS STRUCTURAL WELDING CODE. STEEL STRUCTURE PAINTING COUNCL - SSPC STEEL STRUCTURE PAINTING MANUAL U.S. PRODUCT STANDARDS - PS - 1- 74. INTERNATIONAL BUILDING CODE (IBC) 2015 EDRRON.+ 2015 FC NATIONAL DESIGN SPECS FOR WOOD CONSTRUCTION (IDS) 2015 EDITION. NDS FOR WOOD CONSTA W/ 2015 SUPPLEMENT SD PINS 206 SECIAL DESIGN PROVISIONS FOR WIND AM) SEISMIC. WESTERN WOOD PRODUCTS ASSOCIATION - WWPA GRADING RULES FOR LUMBER AND PLYWOOD AMERICIrAauNN SOCIETY OF11Fw CIVIL ENG NEERSASCE/SE1 7-10 MN. DESIGN LOADS FOR BLDCS + OTHER STRUCTURES. INNAAD�DTTTION�DEAD LOADS, THE FOLLOWING LOADS WERE USED IN THE PREPARATION OF THIS DESIGN AS REOURED BY CHAPTER 16 OF THE INTERNATIONAL BULDING CODE. LIVE LOADS ROOF GEEING FLOOR DECKS EXTERIOR BALCONY STAR + CORRIDOR 25 PSF 10 PSF 40 PSF 40 PSF 60 PSF 60 PSF ROOF SNOW LOAD SOIL PRESSURE SOIL BEARING 1500 ACTIVE PRESSIJREc 35 ACTIVE PRESSUTEwase,R 55 EON PASSIVE 300 BASE FRICTION COLT 1 . 0.40 GROUND SNOW LOAD,pg 25 PSF 1. FLAT ROOF SNOW LOAD,Pf 25 PSF 2. SNOW EXPOSURE FACTOR CE -10 3. SNOW LOAD IMPORTANCE FACTOR le -1.0 4. THERMAL FACTOR Ct -1.1 EARTHQUAKE DESIGN DATA: 1. RBI( CATEGORY 2. SEISMIC IMPORTANCE FACTOR 3. MAPPED SPECTRAL ACCELERATION, SHORT PERIOD MAPPED SPECTRAL ACCELERATION, 1 SECOND PERIOD 4. SITE CLASS 5. SPECTRAL RESPONSE COEFFICIENT, SHORT PERIOD SPECTRAL RESPONSE COEFRCENT, 1-SECOND PERIOD 6. SEISMIC DESKYN CATEGORY 7. BASC SEISMIC FORCE RESISTANCE 8. DESIGN BASE SHEAR 9. SEISMIC RESPONSE COEFRCENT 10. RESPONSE MODIFICATION FACTOR 11. ANALYSIS PROCEDURE USED 2 le -10 SS-1.459g SI-0.544g D SDS-0.973g SD1-0.544g D PLYWOOD SIEAR PANELS V-SEE CALLS CS-0.13 R-6.5 EOLATERAL FORCE (ASCE7-10,128) PSF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) WIND DESIGN DATA; (ANSI/AF+PA WFCM-2015) 1. ULTIMATE WIND SPEED (3 SECOND GUST) 2. RUSK CATEGORY 2 3. WIND EXPOSURE B 4. INTERNAL PRESSURE COEFFICIENT N/A 5. COMPONENTS AND CLADDING REFER TO DRAWNGS 6. TOPOGRAPHICAL FACTOR KZT-115 VOLT -110 MP FOUNDATIONS ALL FOOTINGS AND FOUNDATIONS SHALL BEAR ON SOLID, UNDISTURBED RFIM NATURAL EARTH OR COMPAL I EL) SOL, AT LEAST 18' BELOW FINISHED GRADE AND FREE OF ORGANIC MATERIALS. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOLS, SLOUGHS, DEBRIS, AND ! t-EE OF WATER AT ALL TIES. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT LEAST 6' ABOVE RASH LADE. FOUNDATION WALL BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF WALL. PROVIDE 4' PERFORATED FIFE (AS REQUITED) FOR SUBSURFACE DRAINAGE FOOTING SEE SHALL BE AS INDICATED ON DRAWINGS OR MNMUM AS PER IBC SECTNN 1806. WHERE THE SURFACE IS SLOPED MORE THAN ONE (1) FOOT IN TEN(10) FEET THE FOUNDATION SHALL BE LEVEL OR BE STEPPED SO THAT BOTH TOP AND BOTTOM OF SUCH FOUNDATION ARE LEVEL PER IBC. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE A CONCRETE SURFACE OR TO THE WEATHER , PROVIDE A MINIMUM PL.NTH OF T ABOVE THE CONCRETE SURFACE, OR 6 ' ABOVE THE EXPOSED EARTH PER UBC. FOUNDATION SILL PLATES SHALL BE BOLTED TO THE FOUNDATION OR THE FOUNDATION WALL WEER A STEEL ANCHOR BOLT HAVING A MINIMUM NOMINAL DIAMETER OF 5/8'. BOLTS SHALL BE EMBEDDED A MINIMUM OF T INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF THE PIECE. ANCHOR BOLTS SHALL BE A STANDARD 'J-BOLT WIN A 4d RETURN, OR A STANDARD 'L-BOLT' WITH 12d EXTB4SION. ANCHOR BOLTS SHALL BE A36 STEEL OR BETTER ALL ANCHOR BOLTS AT FOUNDATION SILL PLATES SHALL BE PROVDED WITH 3'x3'x1/4' PLATE WASHERS PER SHEAR WALL SCHEDULE AT SHEAR WALLS AND OTHER STANDARD WALLS DEFAULTING TO P1-6. SEE SHEARWALL SCHEDULE ON THIS SHEET FOR SPECFPC ANCHOR BOLT REQUIREMENTS AT ALL SHEARWALL LOCATIOONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF ER AS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, 'SFECIRCATONS FOR STRUCTURAL CONCRETE FOR BULDNG'. AN AIR ENTRAINING AC MXTUaE CONFORMING TO BC STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARN OR WEATHER PROVIDE 5% ± 15X ENTRAINED Ali MAXIMUM. MAXIMUM SLUMP SHALL BE 4' AT TIME OF PLACING. COMPRESSIVE STRENGTT OF 3,000 pei IS REOUIRED FOR ALL EXTERIOR AND EXPOSED CONDITIONS PER PER IBC AND/OR PC GOVEFNNG CODES. IAN. SACKS OF CEMENT PER SPECIAL INSP. USE C.Y. OF CONC. REOURED 3000 pei 5} NO GROUT FOR POST BEARING PLATES SHALL. BE NON -SHRINK TYPE WITH MINIMUM Z500 PSI AT 28 DAYS. SLABS ON GRADE FOUNDATIONS + FOOTINGS COMPFFSSNE STRENGTH OF REINFORCING STEEL NEW, CLEAN AND FREE FROM DRT, CONCRETE REINFORCING STEEL SHALL CONFORM TO ASTM-A615-76A GRADE 40 (1-40,000 PSI.) FOR • 4 BARS AND SMALLER GRADE 60 (f'-60,000 PSI) FOR ► 5 BARS AND LARGER UNLESS NOTED OR SHOWN OTHERWISE, ALL RENFORCNG BARS SHALL BE CONTINUOUS WITH ALL SPLICES STAGGERED. ALL STEEL SHALL BE ACCURATELY LOCATED N THE FORMS AND SECURED BY FORM TEES TO PREVENT DISPLACEMENT DIJRNG CONSTRUCTION. PROVIDE ALL HORIZONTAL BARS WITH 2'-6' x 2'- 6' CORNER BARS OF THE SAME SIZE AT ALL CORNERS AND WALL NTERSECTONS. WHERE A CONCRETE WALL END DOES NOT INTERSECT WITH ANOTHER WALL, HOOK HORIZONTAL BARS 90 DEGREES AND PROVIDE AN EXTENSION OF 6 BAR DIAMETERS. AT CONCRETE WAIL I R LAP VER)1CAL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS TO FOOTING DOWELS. LAP ALL RBMFORCNG BAR SPICES A MINIMUM OF 48 BAR DIAMETERS. REINFORCING STEEL SHALL BE DETALED (NCLUDNG HOOK AND BENDS) N ACCORDANCE WITH AG 315 AFC 318 - (LATEST EDITION). CONCRETE PROTECTION (COVER) FOR RENFORCNG STEEL SHALL BE AS FOLLOWS FOOTINGS AID OTHER UNFORMED SURFACES, EARTH FACE 3, FORMED SURFACES EXPOSED TO EARTH OR WEATHER 45 BARS OR SMALLER 1 �. 46 BARS OR LARGER 2. SLABS AND WALLS (INTERIOR FACE) 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM-185. LAP FABRIC T-0' MINIMUM AT SPLICES. LAP ADJACENT MATS OF WELDED WIRE MESH ONE FULL MESH AT SIDES AND ENDS. STRUCTURAL STEEL STRUCTURAL STEEL STANDARD SHAPES AND PLATES SHALL CONFORM TO ASTM A36 STEEL (1, - 36,000 PS) STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B (f - 48,000 PS). ALL MACHINE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ATM A 307. USE E70XX ELECTRODES FOR WELDING ALL FILLET WELDS SHALL BE MINIMUM 3/16' OR EQUAL TO MINIMUM THICKNESS OF MEMBER BENG WELDED, WHICHEVER IS LESS, UNLESS OTHERWISE SHOWN. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTI=ED IN ACCORDANCE WITH AWS AND WABO. ALL STEEL ITEMS SHALL HAVE ONE COAT OF RED LEAD CONFOFMNG TO TT-P-00615C TYPE 1, 2-3 MILL COATING SHOP DRAWING FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE DESIGNER AND THE ENGINEER FOR METAL WOOD TO WOOD CONNECTORS METAL WOOD TO WOOD CONNECTORS REFERENCED BY LETTERS AND NUMBERS SHALL BE MANUFACTURED BY SI.PSON STRONG TIE AS SPECIFIED N THEIR RILL LNE CATALOG' CURRENT EDITION. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVDED THEY HAVE CC APPROVAL FOR EOUAL OR GREATER LOAD CAPACITIES. PROVDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER CONNECTORS SHALL BE ISM I FD IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMABER. SOLD SAWN iallBe . ALL FHAVNG LUMBER SHALL KILN CIPIK, OR MC-9 AND BE GRADED AND MARKED IN CONFORMANCE WITH CLR STANDARD GRADUNQ FQE.ES FOR WEST COASTLUMBER NO 17 OR WPA WESTERN LUMBER GRADING RULES MOST CURRENT EGTON. RJFN54-I TO THE FOLLOWNQ LAM STANDARDS 1. d' X 6' STUDS (2x AND 3x iEMBEiS) HEM RR OR SPF STUD GRADE DESK44 VALUES Fb- 675 poi Fv-150 psi Fc9 425 pel Fc - 675 pei E - 1,200,000 2. 4' X 6' PLATES AND MJSC. (2x AND 3x MEMBERS): HEM -FIR NO. 2 DEAN VALUES Fb- 850 poi Fv- 150 psi Fog 405 psi Fo- 1250 poi E - 1,300,000 3. JOISTS AND RAFTERS (2x AND 3x MEMBERS): HEM-F R NO. 2 DESIC»J VALUES Fb- 900 psi Fr 150 psi Fo4 405 poi Fo' 1250 pei E - 1,300,000 4. 4x BEAMS DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 950 poi Fv- 180 psi FOP 625 psi Fo- 1300 pei E - 1,600,000 5. 4x POSTS DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 875 poi Fv- 180 poi Fe9 625 pei Fe- 1300 psi E - 1,600,000 6. TIMBER BEAMS (RECTANGULAR 6x AND LARGER): DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 875 pei Fv- 170 psi Fe?- 625 psi Fc - 600 psi E - 1300,000 7. TIMBER POSTS (SQUARE 6x AND LARGER): DOUGLAS RR -LARCH NO. 2 DESKY4 VALUES Fb- 700 pei Fv- 180 poi FtP 625 pel Fc- 475 pei E - 1,300,000 STFIUC'TURAL CLUED EMANATED TIMERS STRUCTURAL GLUED LAMINATED TIMBERS SHALL BE FABRICATED N CONFORMANCE WITH ANSI/ARE STANDARD A190.1 AND ASTM D 3737. EACH MEMBER SHALL BEAR AN AJ.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AJ.T.C. CERTIFICATE OF CONFORMANCE ALL BEAMS SHALL BE DOUGLAS RR COMBINATION (24F-V4/DF OR 24F-V8/DF, AS INDICATED) WITH A STANDARD CAMBER (3500 FT. RADIUS), UNLESS OTHERWISE NOTED ON PLANS. ONE COAT OF END SEALER SHALL BE APPLED IMMEDIATELY AFTER TRIMMING N EITHER SHOP OR FIELD GLUE LAMINATED MEMBERS EXPOSED TO WEATHER OR MOISTURE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE DESIGN VALUES 24F-V4/DF Fb ten - 2400 psi Fb comp - 1850 psi Fv - 240 psi Fez. 650 poi Fc - 1600 pei E - 1,800,000 DESIGN VALUES 24F-V8/DF Fb ten - 2400 poi Fb comp - 2400 pei Fv - 240 pel Fc? 650 poi Fe - 1600 poi E - 1,800,000 ENGINEERED WOOD SHOWN ON THE DRAWINGS IS BASED ON PRODUCT MANUFACTURED BY WEYERHAUSER N ACCORDANCE WITH CC REPORT NO. ES ESR-1387. EACH PECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME PLANT NUMBER OF THE MANUFACTURER, THE GRADE,THE CC REPORT NUMBER AND THE QUALITY CONTROL AGENCY, AND SHALL BE FURNISHED TO THE FOLLOWING MINIMUM STANDARDS. 1.3 E LEVEL TF1US JOHSE EMBERSTFIAND LSL (BEAM / COLUMN) DESIGN VALUES Fb- 1700 pel Fv- 400 pei FOE 680 psi Fc - 1400 psi E - 1,300,000 1.55 E LEVEL TRUE JOIST: TIMBERSTRAND LSL (REAM) DESIGN VALUES Fb- 2325 pei Fv- 310 psi Fc7- 800 poi Fc - 2050 pei E - 1,550,000 1.9 E LEVEL TRW JOIST. MICROLLAM LVL (BEAM) DESIGN VALUES Fb- 2600 pei Fv- 285 pei Fcl- 750 poi Fc - 2510 poi E - 1,900,000 1.8 E LEVEL TRUS JOIST: PARALLAM PSL (COLUMN) DESIGN VALUES Fb- 2400 pei Fv- NA Fc?- NA Fc - 2500 poi E - 1,800,000 20 E LEVEL TRUS JOIST PARALLAM PSL (BEAM) DESIGN VALUES Fb- 2900 psi Fv- 290 poi Fe7750 pei Fc - 2900 poi E - Z000,000 PEE-MAMIFACTUFED WOOD FLOOR .JOISTS ALL WOOD FJOISTS SHALL BE TJI SERES JOISTS MANUFACTURED BY WEYERHAEUSER N ACCORDANCE WITH ICC ES ESR-1153 AU_ WOOD OPEN WEB JOISTS SHALL BE TJLX SHOES JOISTS MANUFACTURED BY W EYER HAEUSER. PRE -MANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE, SPACING AND PROFLE SHOWN ON THE DRAWINGS. THE JOISTS SHALL BE COMPATBLE WITH TI-E LOAD, DI.ENSCNAL AND FIRE RATNG REQUIREMENTS OF TIE PROJECT. INSTALLATION SHALL COMPLY WITH MANUFACTURERS SPECFICATONS, LAYOUT AND CONSTRUCTION DETAILING DRAWINGS PREPARED AND FURNISHED BY MANUFACTURERS AUTHORIZED REPRESENTATIVE. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE N SITE W 11-I MEMBERS PEE-MAMJFACTURED ROOF TRUSSER ROOF TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION GUIDELINES OF ALL ROOF TRUSSWS. ROOF TRUSSES SHALL BE COMPATIBLE WITH THE LOAD, DIMENSIONAL AND FRE RATING REQUIREMENTS OF THE PROJECT ROOF TRUSS LAYOUT AND SPACING SHALL CONFORM TO THE LOCATIONS AND SPACING SHOWN ON THE ROOF FRAMING PLAN DESCRIBED HEREN PREFABRICATED CONNECTOR PLATE W000 ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH TPI-2007 FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWING BY A STRUCTURAL ENGINEER LICENSED N THE STATE OF WASHNGTON EXPERIENCED WITH THE DESIGN OF WOOD ROOF TRUSSES. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (MITEK, MTW, OR APPROVED TRUSS PLATE MANUFACTURER TRUSSES SHALL BE SUPPLED WITH THE NECESSARY BRACING TO PROVIDE LATERAL STABILITY OF ALL TRUSS MEMBERS AND TE-DOWN CONNECTIONS FROM TRUSS MEMBERS TO THE TOP OF WALLS AND BEAMS TO FORM AN INTEGRAL PART OF THE WHOLE 8'R9UCTURAL WOOD PANEL SFEATIIIQ ALL STRUCTURAL WOOD PANEL SHEATHING (ROOF, FLOOR AND WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR WITH EXPOSURE (1) CLASSIFICATION PLYWOOD OR OSB. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF APA AND SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTRY PRODUCT STANDARDS DOC PS-1, DOC PS-2 OR APA PRP-108 PERFORMANCE STANDARDS PFg7RRYTURAL OOD P PANELS BREATHING L 7/16'PLYWOOD (OR OSB ) W AN APA SPAN RATING OF 24/0 FLOOR SHEATHING SHALL BE 3/4' TONGUE AND GROOVE PLYWOOD WITH AN APA SPAN RATING OF 48/24 ALL FLCOIR SHEATHNG SHALL BE NAILED AND CLUED. ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFG 01. WALL SHEATHING SHALL BE 7/16' PLYWOOD (OR OSB) WITH AN APA SPAN RATING OF 24/0 . INSTALL WITH A MINIMUM GAP OF 1/8' CLFAR SPACE BETWEEN PANEL JOINTS TO ALLOW FOR EXPANSION. NAILS SHALL BE DRIVEN FLUSH BUT NOT FRACTURE THE SURFACE OF THE SHEATHING. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REOUREMENTS. WOOD FRAMING THE FOLLOWING SHALL APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: ALL WOOD FRAMING COMPONENTS NOT SPECFRCALLY ENGINEERED AND DETALED ON PLANS SHALL BE CONSTRUCTED TO COMPLY WITH IBC CHAPTER 23. THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS, UNLESS OTHERWISE NOTED, SHALL COMPLY WITH TABLE 2304.9.1 OF THE INTERNATIONAL BLDG CODE. ALL NALS SHALL BE COMMON, UNLESS OTHERWISE INDICATED. COORDINATE THE SZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. ALL BOLT HEADS AND NUTS BEARING AGAINST WOOD SURFACES SHALL BE PROVIDED WITH STANDARD FLAT CUT WASHERS. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ALL SHIMS SHALL BE SEASONED AND DRIED AND OF THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. WALL FRAMING. ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS • 16' o.c. AT INTERIOR WALLS AND 2x6 STUDS • 16' c.c. AT EXTERIOR WALLS AND WALLS SEPERATNG HEATED AND UNHEATED SPACES. A MNMUM OF THREE STUDS SHALL BE PROVDED AT THE CORNERS AND INTERSECTKO4S OF ALL WALLS AND A MINIMUM OF ONE TRIMMER STUD PLUS A SINGLE KING STUD SHALL BE PROVIDED AT EACH SIDE OF ALL OPENINGS NOT OTHERWISE NOTED ON PLANS. TRIMMERS AT WNDOW AND DOOR OPENING !MEDICATED ON PLANS ARE AS FOLLOWS (1) 2x - ONE TRIMMER STUD PLUS A SINGLE KING STUD. (2) 2x - TWO TRlKGER STUDS PLUS A SINGLE KING STUD. (3) 2x - THREE TRIMMER STUDS PLUS A SINGLE KING STUD. THE TR/A ER/KING STUD ASSEMBLY SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH TABLE 2304.9.1 AS DOUBLE STUDS. A SINGLE 4x8 HEADER SHALL BE PROVDED OVER ALL OPENINGS NOT OTHERWSE NOTED. PROVIDE CONTINUOUS SOLID BLOCKING AT MD -HEIGHT OF ALL UNSHEATHED STUD WALLS OVER 8'-0' N FEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE ALL WOOD PLATES AND BLOCKING N DIRECT CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED, OR PROVDE 2 LAYERS OF ACEI VET IMPREGNATED BUILDING PAPER BETWEEN UNTREATED WOOD AND CONCRETE. END NAL TOP PLATE TO EACH STUD AND TOENAL OR END NAL EACH STUD TO BOTTOM PLATE N ACCORDANCE WETH TABLE 2304.91 FACE NAIL DOUBLE TOP PLATES N ACCORDANCE WITH TABLE 2304.91. END JOINTS AT DOUBLE TOP PLATE SPLICES SHALL BE OTT3CT A MINIMUM OF 48' AND NALED PER TABLE 2304.9.1 ALL STUD WALLS SHALL HAVE THE#i LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW PER TABLE 2304.9.1 OR BOLTED TO CONCRETE WITH 1/2' DIAMETER ANCHOR BOLTS (WITH 7' MINIMUM EMBEDMENT) • 4'-0' O.C. UNLESS INDICATED OTHERWISE ALL POSTS WM-I-IN THE WALL FTIAME ADirMBL.Y NOT OTHERWISE NOTED ON PLANS SHALL BE SAKE LAMINATED COLUMNS, CONSISTING OF DOUBLED STUDS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER PER TABLE 2304.9.1. REFER TO TIE PLANS AND SHEARWALL SCHEDULE FOR REOUFED SHEATHING AND NAILING WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON NTEROR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKNG WITH NAILS • T o.c. USE 5d COOLER NALS FOR 1/2' GWB AND 6d COOLER NALS FOR 5/8' GWB. PROVDE 7/16' (NOMINAL) APA RATED SHEATHING SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN -SUPPORTED EDGES), AND TOP AND BOTTOM PLATES WTM 8d • 6' o.c. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d • 12' o.c. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS. NON -BEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WFFH APPROVED FASTENERS TO INSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL 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 JOIST LENGTH AND AROUND ALL OPENINGS UNLESS OTHERWISE NOTED. PROVIDE SOLD BLOCKING AT ALL BEARING POINTS. TOENAL JOISTS TO SUPPORTS N ACCORDANCE WITH TABLE 2304.9.1 ATTACH WOOD JOISTS TO FLUSH HEADERS CR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WETH NOTES ABOVE. NAL ALL MULT1-JOIST BEAMS TOGETHER N ACCORDANCE WITH TABLE 2304.9.1. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAD UP w/ FACE GAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0'. ALL PLYWOOD SHALL BE INSTALLED PER APA STANDARDS. SHEATHING SHALL BE FASTENED IN ACCORDANCE WITH TABLE 2304.9.1. PROVIDE APPROVED PLYWOOD EDC>E CUPS CENTERED BETWEEN RAFTER/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SCUD BLOCKING ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING TOENAL BLOCKING TO SUPPORTS IN ACCORDANCE WITH TABLE 2304.9.1 UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGAS PROVDE RAT 2x BLOCKNG AT ALL UNFRAMED PANEL EDGES AND NAL WITH EDGE NAILING PER NAILING SCHEDULE THE SHEET. SOLD SLOGGING FOR WOOD COLUMNS SHALL BE PROVDED THROUGH FLOORS TO SUPPORTS BELOW. SOLI) BLOCKING SHALL BE PROVDED AT ALL HOLDOWN LOCATIONS AND POINT LOADS BEARING DRECTLY ON THE FLOOR DIAPHRAGM FROM ABOVE. BLOCKNG SHALL BE OF THE SAME STE AS THE POST OR COLUMN ABOVE, OR SHALL BE CONSTRUCTED OF MULTPLE STUDS PROVDNG AN AREA DIAPHRAGM AND HOLDOWN SCHEDULES SHEAR WALL SCHEDULE 1 (VER 1CAL DIAPHRAGM) SHEARWALL TYPE WALL SHEATHING (PANEL) THICKNESS AND GRADE VVALL STUD GRADE AND SPACING NAIL TYPE EDGE NAILING FIELD NAILING BLOCKING REO'D BLOCK SIZE TOP PLATE NAILING SIZE AND SPACING SOLE PLATE NAILING SIZE AND SPACING FOUNDATION ANCHOR BOLTS SIZE AND SPACING FRAMING ANCHOR TYPE AND SPACING ALLOWABLE LOAD' SEISMIC 1 WIND ABUTTING PLYWOOD PANEL EDGE MEMBER SIZE P1$ 7118E APA RATED OR 15J32' PLYWOOD ONE FACE HEM -FIR @ 16' o.c. 8d COMMON 6' O.c. 12' o.c. YES 2x 2x 16d 5' 16d ©5' " @ 48' o.c. A35 0 24" o.c. 240 PLF/336 PLF P14 7118E APA RATED OR 15/32' PLYWOOD ONE FACE HEM -FIR el 16' o.c. 8d COMMON 4" o.c. 12" o.c. YES 2x 2x 16d (§3" 16d ©3' �" @ 32' o.c. A95 - 12' o.c. 350 PLF/400 PLF P132 7/16" APA RATED OR 15132E PLYWOOD ONE FACE HEM -FIR @ 16' o.e. 8d COMMON 3• o.c. 12 o.c. YES 3x 3x (2) ROWS 16d @ 4' (2) ROWS 16d 4J 4' 5/8" C 24' o.c, A35 a 12' o.c. 450 PLF/630 PLF P1-2z • 7118E APA RATED OR 15/32' PLYWOOD ONE FACE HEM -FIR @ 16" o.c. 8d COMMON 2' o.c. 12" o.c. YES 3x 3x (2) ROWS 16d @ W (2) ROWS 16d r._, 3' 5!8' 16" o.c. A35 @ 8' o.c. 590 PLF/820 PLF P24z' 7116E APA RATED OR 15/32' PLYWOOD TWO FACES HEM -FIR ©16' o.c. 8d COMMON 4' o.c. 12' o.c. YES 3x 3x (2) ROWS led @ 3' (2) ROWS 16d BD 3' 5/8' 4 12' o.c. A35 © 6' o.c. 700 PLF l 1050 PLF P232.2 7116E APA RATED OR 15J32' HEM -FIR @ 16" o.c. 8d COMMON 3" o.c. 12' o.c. YES 3x 3x (2) ROWS 16d©3' (2) ROWS 16d ©3' 5/8" © 12'o.c. A35 0 6"o.c. 900 PLF / 1260PLF P2-2 z ° 711 6E APA RATEDOR 15132E TWO FACES HEM -FIR 18' o.c. Bd COMMON 2' o.c. 12' o.c. YES 3x 3x (2) ROWS 16d ©2" (2) ROWS 16d 0 2' 5/8' 0 8' o.c. A35 1180 PLF / 1640 PLF (2) ROWS a 9" o.c. ALL SHEAR VERTICALLY OF THE 1.4 FAOROR 2. WHERE APA FRAMING OR LESS, WITH STAGGERED 3. ABOVE ALLOWABLE 4. 14 GAUGE SHEAR CAPACITIES 5. ALL FASTENERS 6. PROVIDE OR BLOCKING AS FOLLOWS WALLS SHALL CONFORM TO BC SECTION 23 FROM THE SILL TIE LOWER WALL TO ON BOTH FACES OF BE 3x NOMINAL AND APPLIED ON APPLIES FOR 2x AND 2' NOMINAL LEG VERIFY WITH P40NEE�ii RUSH WITH SURFACE SOLD BLOCKING BELOW BE DOUBLED. WHERE • 8' o.c. • 8' o.c. • 6' o.c. REO'MNTS. APPLY PLATE AT TI-E THE TOP OF TIE A WALL AND NAL NAILS ON EACH EACH SIDE OF SPRUCE -PINE -FIT LENGTH OR 0.131 NAILING TO ALL FOUNDATION TO DOUBLED TOP SPACING S LESS SCE SHALL BE STUD WALL) FOUNDATION FRAMING SPACED DAM. P-NALS FOR FASTENER TOP OF ALL SHEARWAI BLOCKING CONSIST STUDS, TOP THE LOWER PLATES AT THAN 6' STAGGED. SILL NO MORE w/ 2' NOMINAL DIAMETER I S AND OF TI-E THE UPPER O.C. ON WHERE PLATES THAN LENGTH AND LENGTH, FOR S-1EARWALL SOLID BOTTOM PLATES AND BLOCKING DOUBLED TOP PLATES AT LEVEL (THE ALLOWABLE ET} -ER SDE, PANEL JOINTS ALLOWABLE SHEAR VALUES AND FRAMING FOR ABUTTING 16' O.C. AND BREATHING APPLIED CAN BE SUBSTITUTED FOR SHEATHING TIE MAIN LEVEL LOADS AFE SHALL BE OIT3CT SHALL BE AND FROM NOT ADJUSTED INSTALLED WITH 4x10 SHEETS EXTENDING DOUBLED TOP PLATES AT FOR RIND). SHEATHING IS APPLIED MEMBER, OR FRAANG SHALL OR SHEAR WA!! S WITH PLYWOOD THE UPPER BY ON DEFERENT SPACING 3x NOMINAL MEMBERS. JOISTS 3' AND TO FALL EXCEED PANEL EDGES DIRECTLY 8d COMMON 350 PLF (NAL SHALL BE TO FRAMING NAILS WITH REDUCED BELOW. AND P2-2 SUCH SHALL BE INSTALLED NAILING . SHEAR CAPACMES STAPLES w/ 7/16' CROWN TO USE STAPLES. SHALL BE DRIVEN A SINGLE 00IST OR MN. 2x AT SFEARWALLS SHALL PI-2 A35 P2-4 A35 P2-2 A35 . OF SFEATHtNG AND AT THE JOISTS OR REFER TO FASTENER SCHEDULE S DESIGNATED PI-2, P2-4, P2-3, SAWN MEMBERS, METAL FRAMING CUPS OF DOUBLED METAL HOLDOWNS 1 SYMBOL MODEL NUMBER2 DBL STUD NAILING' ALLOWABLE LOAD (LBW)' () (20) 16d 2100 HDU4-SDS2.5 w! SSTB-24 518E ANCHOR BOLT w121' MIN. EMBED AND (10) SDS 1/45Q 1/2' LONG SCREWS (SYMBOL 1) TO DBL STUDS ® HDU5SDS2.5 war SSTB-34 7B' ANCHOR BOLT w129' MIN. EMBED AND (14) SDS 1145Q V2' LONG SCREWS (SYMBOL 2) TO DBL STUDS (24)16d 3700 ® HDU8-SDS2.5 w! SSTB34 7/8' ANCHOR BOLT w/29'" MIN. EMBED AND (20) SDS 1/452 112' LONG SCREWS (SYMBOL 3 )TO TRIPLE STUDS (30) led 4000 ® HDU11-SDS2.5 w/ SB1-30 ANCHOR BOLT w/ 24' MIN. EMBED AND (30) SDS 1/4521/2' LONG SCREWS (SYMBOL 4 )TO TRIPLE STUDS (34)16d 5200 ® STHD14/STHD14RI STRAP TIE DOWN (20)16d 3800 ® SINGLE 11/4"COIL STRAP' (CLEAR SPAN +24') N.A. 1462 ® DOUBLE 1 114E COIL STRAP' (CLEAR SPAN +24") (16)16d 2924 ® 3" x 16 GUAGE COIL STRAP" (CLEAR SPAN + 50') (18)16d 4343 3' x 16 GUAGE COIL STRAP' ((CLEAR SPAN + 501 +11/4'COIL STRAP' (CLEAR SPAN +24') ( 30) 16d 5805 t SEE 2. ALL REQUIREMENTS 3. ALLOWABLE MANUFACTURERS STRUCTURAL NOTES FOR SPECIFICATION OF METAL CONNECTORS. METAL HOLDOWNS SHALL BE INSTALLED PER MANUFACTURES LOADS INDICATES 1337. WIC LOADING INCREASE, DATA FOR ADDITIONAL LOADING AND OR UMRATONS. AN ADJUSTMENT FOR SPRUCE-PINE-FR FRAMING MEMBERS REQUFEMENTS. 1 1/4' STRAPS SHALL BE CS16 BY SIMPSCN OR EQUAL, ALL BY SIMPSON OR EQUAL DOUBLE 2x STUDS (STUD GROUP BOUNDARY ELEMENT) (N TWO STAGGERED ROWS) WITH EVENLY SPACED NAILING INSTALLATION SEE LOADS PER 3' STRAPS ARE TO BE SEE SHALL BE NALED REFLECT MANUFACTURER'S 4. ALL CMSTC16 5. THE TOGETHER TYPICAL PLANS FOR SHEAR WALL CONSTRUCTION DETAL METAL CONNECTORS + FASTENERS USED w! PRESSURE TREATED LUlri ALL METAL CONNECTORS AND FASTENERS IN DIRECT CONTACE WITH PRESSURE TREATED LUMBER SHALL BE HOT - DIP G4LVANCLED N ACCORDANCE WITH THE FOLLOWING REQUIREMENTS GROUP ONES atiokAATED COPPER ARSENATE (CCA) AID SCOIAA BORATE (SE)o PRESSURE TREATED LUMBER MMAUM CORROSION PROTECTION L ALL METAL COMECTORTS, HANGERS, STRAPS, ETC, SHALL BE HOT -DP GALVANZED N Atx,UFn)ANCE WITH ASTM A-123 STANDARDS WITH tfl4UM ZINC THICKNESS THAT MEET G-90 STANDARDS. 2 ALL FASTENERS INCLUDING NALS, SCREW, ETC. SHALL BE HOT -DIP GALVANIZE) N ACCORDANCE WITH ASTM A-153 STANDARDS. ceoup TWQALKALNE COFFER COAT (AC0 A) CAO-0 AND COPPER AZCLE (CBA-A AND CA-8) PREM.% TREATED LLM 13I MINIMUM CORROSION PROTECTION: 1 ALL METAL COMECTORS, HANGERS, STRAPS, ETC. SHALL BE HOT -DP GALVANIZED N ACCORDANCE WITH ASTM A-653 STANDARDS WITH MNMUM ZINC THCKNESS THAT MEET G-185 STANDARDS. 2. ALL FASTENERS NCLUDIRG NAILS, SCREW, ETC. SHALL BE HOT -DP GALVANIZED N ACCORDANCE WITH ASTM A-153 STANDARDS. NOTES 1 SOME PRESE3iVATNE PRESSURE TREATED WOOD RECXJFE ADDITIONAL CORROSION PROTECTION FOR STEEL CONNECTORS. AND FASTENERS ALWAYS CONSULT WITH PRESSURE TREATED WOOD MANUFACTURER FOR SPECIAL CORROSION 2 STAINLESS STS FASTENERS Alt TO BE USED WITH STARLESS STD CONNECTORS ONLY AND USE HOT -DIP GALVANQED FASTENERS WITH HOT -DIP CONNECTORS ONLY. 3. FOR ALL OTTER PRESSURE TREATED WOOD NOT LISTED N THE ABOVE GROUPS ONE OR TWO, CONSULT WITH PRESSURE 1FEATED WOOD MANUFACTURER FOR LT'LCIAL CORROSION PROTECTION REOtJFEH.BNTS. DIAPFiiACTM BLOCKING a D19-0361 PROVIDE SOLID BLOCKING • HOLDOWNS AND PONT LOADS ABOVE. USE SAME SEE AS POST OR MULTPLE STUDS ABOVE FOR BLOCKNG WHEN MULTPLE STUDS ARE USED, ORIENT GRAINS VERTICALLY. (FOR 6X6 POST ABOVE USE 4X8 POST BLOCKNG • RIM). RUN POST TO BOTTOM OF FLOOR PLYWOOD DIAPHRAGM. PROVDE POSITIVE CONNECTION (MIL STRAP - MN. (2) CS16-48. NAIL ONE ON THE OPPOSING FACE OF THE OTHER). PROVIDE SOLID BLOCKING BETWEEN TOP OF BEAM AND BOTTOM OF PLYWOOD • FLOOR DIAPHRAGM USE SAME SIZE AS POST OR MLLT1PLE STUDS ABOVE FOR BLOCKING WREN MULTIPLE STUDS ARE USED, FLOOR NAILING (HORIZONTAL DIAPHRAGM) TYP. FLOOR SEEATHNG CLUED. ADHESIVE AT LONG PANEL AT INTERMEDIATE FLOOR DIAPHRAGM 3/4' SHALL CONFORM EDGES. NAILING COX T+G APA RATED PLYWOOD (48/24) NALED AND TO APA SPECFCATION AFG 01. PROVDE T+G EDGES SHALL BE 10d AT 6' O.C. AT PANEL EDGES AND 10' O.C. ALLOWABLE DIAPHRAGM SHEAR - 215X0.82-177 pi. 2x FRAMING - H.F. © 18" 0.C. SUPPORTS. 23132' TYPE NAILS BOUNDARY NAILING SUPPORTED EDGES BLOCKED EDGE NAILING BLOCKING ALLOWABLE LOAD' F1 103 6' 0.C. 6' O.C. 6' O.C. YES 290 PLF F2 10d 4' 0.C. 4" 0.C. 4' 0.C. YES 390 PLF F31 10d 2.5E 0.C. 2.5' 0.C. 2.5' 0.C. YES 590 PLF 1 WHERE ADJONNO 2 ABOVE FRAMING NALS ARE SPACED 25' o.c. AND LESS, FRAMING AND EDGES SHALL BE 3x AND SHALL BE STAGGERED. SHEAR CAPACITIES HAVE BEEN ADJUSTED WITH TABLE 2306.3.1 LB.C. BLOCKING AT HEM -RR PANEL ALLOWABLE N ACCORDANCE FOR 2x ROOF NAILING (HORIZONTAL DIAPHRAGM) TYP. ROOF NEROA397. EXPANSION. SHEATHING 7/16' OSB APA RATED SHEATHING (24/0) EXP. 1 EXT. BOND RP.008. LAY UP W/ MINIMUM 1/8' CLEAR BETWEEN PANELS TO ALLOW FOR NAILING SHALL BE 10d AT 6' O.C. AT PANEL EDGES AND 12' O.C. AT SUPPORTS. PROVDE EDGE CUPS • 24' O.C. AT ALL UNSUPPORTED EDGES. DIAPHRAGM SHEAR - 190 x 0.93 - 176 PLF 15132' 2x FRAMING - H.F. @ 24' 0.C. INTERMEDIATE ALLOWABLE ROOF DIAPHRAGM TYPE NAILS BOUNDARY NAIUNG SUPPORTED EDGES BLOCKED EDGE NAILING BLOCKING ALLOWABLE LOAD2 R1 10d 6' 0.C. 6' 0.C. 6- 0.C. YES 280 PLF R2 10d 4'0.C. 4'O.C. 4'O.C. YES 350PLF R31 1Dd 2.5'0.C. 2.5'0.C. 6'0.C. YES 530PLF 1. WHERE NALS ARE SPACED 25' o.c. AND LESS, FRAMING AND PANEL EDGES SHALL BE 3x AND SHALL BE STAGGERED. 2 ABOVE ALLOWABLE SHEAR CAPACITIES HAVE BEEN ADJUSTED FRAMING N ACCORDANCE WITH TABLE 2306.31 !B.C. BLOCKNG AT ADJOINING HEM -RR FOR 2x FASTENER (FOR ALL SCHEDULE + HORIZONTAL DIAPHRAMS ) VERTICAL NAIL TYPE DIAMETER IN INCHES LENGTH IN INCHES SPECIFICATIONS Bd .131 2112E COMMON NAIL ASTM A36 COATED SMOOTH 10d .148 3' COMMON NAIL ASTM A36 COATED SMOOTH 12d .148 31/4' COMMON NAIL ASTM A36 COATED SMOOTH 164 .162 31 PP COMMON NAIL ASTM A36 COATED SMOOTH MN' CI: TUKi'WILA NOV 1 3 2019 PERMIT CENTER I/ 7/ 20!9 f a re 0 ♦ I P1 1- 0 J 1 Q J 1- Lid 0 Z W 0 cc) W 15317 65TH AVE S, TUKWILA WA RAisRovi Sions , CITY CORRECTIONS 2/21/2019 m Drown DSF C^ec.cc Data JANJARY 7 2019 Sheet s1.1 Jos ISOLATED FOOTING SCHEDULE: 10 ■ 24 ■ 30 ■ 18"xl8'x12"THK 31/1/4 • 6' OL. EA WAY sTM 24"x24"xl2"T1-1K Wl/ '4 • 6' OL. EA WA4Y Siam 30"x30"x12"THK W/ W • 6' OL. EA WAY 9111 Fa" MIK Mt!. TYP. • HOLD Dotage, • VENTILATION: Crawlspace Area: 329 s.f. -. Req'd Ventilation Required: 329 s.f. / 300 = 157.92 s Use. 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct..1/4"mesh = 73.5 s.i. Vents Required = 157.92 s.i. / Vent Area = 2.15 s i. Proude : 3 14" x 7" Vents, Area = 220.5 s.i. Ventilation ProUded = 220.50 s.i. is Greater than 157.92 s.i. Regd Use: 3 14" a T' Foundation Vents • FOUNDATION VIEWS SHALL NOT INTERFERE W ITN DIRECT LOAD PATH OF COLUMNS • INSTALL6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER • LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SIDE OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VINES. STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SNEAR WALLS V/// ////A _`DENOTES TYPE OF SHEAR WALLS SEE I P1-6 Y SHEAR WALL SCHEDULE DENOTES HOLDOWN LOCATION e££ WOLD DOUN SCHEDULE LOCATE HOLDOLLNS MIK 9' FROM FOUNDATION VENTS L FOUNDATION NOTES: I. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND FIELD CONDITIONS. 3. ALL FOOTINGS TO HAVE A MINIMUM DEPTH OF 30" BELOW FINISH GRADE 4. STEP FOUNDATIONS PER SITE CONDITIONS 5. ALL POSTE SHALL BE TREATED 4x4 (4x6 • BM SPLICE) ON TYPE-90 FELT ON CONCRETE FoOTIN4 A8 INDICATED PER PLAN. 6. ALL 4IRDER9 SHALL BE n DOUGJFIR (SIZE AS INDICATED PER FLAW. 1. CTROUND COVER SHALL BE 6 mil. (0006") POLYETHYLENE FILM WITH AT LEAST A 12" LAP AT ALL SEAMS AND EXTENDED UP THE FOUNDATION WALL TO AT LEAST THE OUTSIDE FNISHED GRADE LINE. 8. ALL WOOD IN CONTACT WITH EARTH, MASONRY OR CONCRETE SHALL BE TREATED OR DE OF WOOD WITH A NATURAL RESISTANCE TO DECAY. (2 3 / P-I -v -r / 14'-4" 13 -10r . 1 r-4 / / .LLLt,, 6 •c1i� / 48" x 48" x 12" CONC. FTG•Wr4at6"0 . S EACH WAY �6 6�e B° 48" 12" GONC. y� ,y� qqq�� x x 1TG.W/04at6"o.C, EACH WAY 15'-O" 1 241-6' z in SEE if g51 ii CI r SEE 1/83) 1/83.1 1 al t • ` - �' I 1 •R SEE 031 1/833 ®SIM vQ SEE yes.1 • . , ,nr' ..,❖••t-rrasae...,• •❖••+❖•❖e••••..••••••1 ,•❖••••❖❖•.•❖••.••+ ; y `lam' •',•r,?�:••4•ii%•i!•••••y�••••• r "": -1"x FOUNDATION (4)• 4" SCREENED VENTS REQUIRED ; 'Q••••••••••••••�•�•••�•�••••••�••••••• '❖•••••••••••04••.�sjp••••••••••••O+••••• !�$$•• ••!•i ••i•�i . -., :$ :: CRAWL SPACE ii ;:.:• •iiiiiiiiiiiiii•••••• •,•�•••ee••••••••••••••pdy" '•4•.:;,;•:;,:= '''; ": 10 MIL OVER (BLACK) V.B. -' PEA GRAVEL 1 ;,, '' s 1.... O 7 y- R 5 0 RIGID Es SLAB ENTIRE ® INSULATION GONG. HEATED ON a....de..' 40•�•�••••� •••••a .4.4. GRADE ., . r " 6 .•: MEP NA•L 4" GONG. OVER 4" GRANULAR FILL STEP NALL � n;� <� SEE 1,43.1 ® �---- + v1} rt SEE OW O • 519, WALL V Ol 0 ID r '• I '•E .;. .. J.-- SEE ��83J i.. f�j 1 <- .. I .; I 1 .. r.: 14 8" x 48" wr4 x 120 GONG. ' •- . Co rlr•TI-1--- FTC,. EACH WA t 6 O.C. I � • 5 1• STEF WALL ‘;‘• 1 '° 1 I I 1 aT13'VtALL _ .- . w .., ° y I 1111 - a • s;+ " elli1011 v 821/2" E 183.1 �1- -3 I/2" t10i-11" is' -I" • iil 7 (cb ry us 4, :1 f I. '. o-; SEE 8 S3. DRILL 4 EPDXY - '• i ' DOP EL • 18' O.G. 6' ..', - — ` ' • ,;_r_ A r iw MIk. EMEEDMENT USE : ��k.;• ? SIMPSON EPDXY .i.�.' alolr f'; ®1 SET-XP (ALL 51DE5) : I • `E •1 SEE 2 5 33 `' SLAS ON GRADE , i 0 :' 44" IB to GONG. OVER IL (BLACK) V.B. OVER :iil I 52.Q eri0 IA ' 51_0PE " GRANULAR FILL 4" TO O.H, DOORS •'; • L J D YWJ• �p ST• :: 2 1/2" STEP NALL � �'.l ..., 0 Ili r.si *4 cite O.' I PTH - ® CENTER DE OF SLAB I _-�- 4' OVER ` \ u �36 x 36M " x @ GONG. I ': 4" NULAR 5L I/4" PER FILL FT. :: 1 t- �•11 FTC;- Wr4 at 6" O.C. 1 r;:. `t 111 5TEP WALL •.•: I EACH WA (2) SIMP 1 P435 .., ^�.o:s+6 6gfi i1r,�6,� 6 45 .I.' (2) SIMp PA35 �'fill !•- s'' I EA FACE OF WALL EA FAC (4) TOT OF WALL 1 ".: @ @ J 04: L :+, �..: al.? . •' a 1'-6" \ 10'_I" 070 m 8'-8" . y ' it ® ® 4' J:. . O in ~I' 4" GONG. 4" GRANULAR SLOPE OVER FILL 1/4" PER FT. 3; ;: :Ell �1 in j1-8" Ib1-3" " / / 18'-11" / 10-5" 8'-8" /1'-6"/ / 5411-GPI FOL4N1n)aT I ON FLAN III = I'-QII D19-0361 AMn., 1• C ,S r4 r.;...;1 fill- i f l4\ r CITY OF TUKwIL . NOV 1 3 2OI9 PE?Ir11T CENTER SAZEI DESIGN GROUP, LLC • • W M 001� ON CO • CO W N CO = CV DO • Ore J 41. CODYHIL • FOUNDATION 7 a ,' Revisions A2/2t 2019 DnGNs Draw- aer Checked Date .iW Wlf 1 ]OM S'•eet S1.2 Job r CONT. TOP PLATE mo Tr (4)-16d TO NEARER (TYP.) -- HEADER (PER PLAN) USE (2)-CRIPPLES OVER b' OPNENS4 (YYP.) Ibd • 126 oz. BETWEEN STUD (TY?) STUDS oPENMc) UP TO 4 ONE TWO UP TO 11 THREE Up To 91 FOUR UP TO 12' BEAM PERP TO WALL. 4x : (2)-CRIPPLS MIN UNDER BEAM 5,4x, bx (3) CRIPPLES MIN. UNDER BEAM oPEN1N4 Tt IC,41. HEADER N.TS. 24" MINIMUM ENO JOINT OFFSET S-Ibd NAILS --FACE NAIL AT LAPPED AREA STAhOARD STUD LAYOUT SPACIN4 PER PLAN TYPICAL FR:4MINDETA • ooU13LE TOP PLATE SPLICE Vi" = 1'-O" STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SNEAK WALLS I PI-b {SWEAR TYPE OF SHEAR WALLS SEE SHEAR WALL SCHEDULE DENOTES NOLDOUN LOCATION SEE HOLD DOUN SCHEDULE LOCATE HOLDOUNS MIN. 9" FROM FOUNDATION VENTS m cA) SEE 1/53.1 FRDM A50VE SEE 1/53.I x4 ya • ^.r r .w. r m / • rswl v Kt SEE T Pf :rte.! Pt 2 a (2) SIMPSON P 5 EA FACE OF (4) TOTAL • • • • • • • • • • • • .t ;S INA (9) sm'pss.M A-35 CLIPS us AT OF WALL EQUALLY ACED ALa$ L T. O r9 : MPSON A-35 CLIPS A DARNER Cr WALL Y SPACED WALL HT. P1 -2 SEE 1/53.1 5EE 1/S3.1 4LIyN uV HOLD DOUN ABOVE sn STUD (2)FP.A35 E4 A EA. AG of WALL (4) TOT 1 4I N E 1/53.1 • • • • • • • • • • • • SEE 1/53.1 MOVE 4.. • t n... .iL'•4 • LOkNER LEVEL ThOQR FLA\ SCALE. 1/4" = 11-0" D19-0361 <..,r ..F r. iti MY N 63.1 • 4 J. SEE S83.1 USE calKER I EXTEND ALL -THREAD TO MAN FLOOR HOLD DO M (SEE SHT 513) SEES 53) USE cow-LER 1 EXTEND ALL -THREAD TO MAN FLOOR HOLD DCUN (SEE 514 513) FLOOR HOLD DOUN (SEE SHT 513) C"y cf 1- n E CCi lrrD CITY OF TUKWILA NOV 1 3 2019 PEEMiT CENTER W cc) oon co co co LUCI) Rai CD = CV CO Z co J ILI X (oYI-- Li I WALL PLAN 0 0 J W 0 J ♦RaNalone 2221/2019 C11EN5 Dr®— v�r Checked Dote JAWS 1 SON Sheet S1.3 Job 0 Web stiffeners required If sides of hunger do not laterally support at east r of TJI joist top flange Top lan Hanger height must be a minimum of 60°% of joist depth INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE Web stiff -were required each side at 53W Blocking panels a i �shear required with below walls above or below -secs detail PI Load bearing a shear rlall above (east etad: over wall bebs) Web etlffeiere required each side at EW See FLOOR SPAN TABLES and GENERAL NOTES In current True Joist literature for exception Load bearing or shear wall above (must stack over wall below when present) Load from above ash blocks Use 2x4 minimum squash blocks to transfer load from above to bearina plate below Load bearing wall above (net stack over wall be/atJ 2x4 enlace eguaeh blocks SIod:Jng panels may be required with shear walls above or below see detail )3f See FLOOR SPAN TABLES and 67W GENERAL NOTES In currem Trus Joist literature for exceptions For Information on lateral load capacltles, refer to current True Joist rim board literature. Trus JOI6 rlm board 0Must have 13" minimum joist bearing at ends End of joists at centerline of support UPPER LEVEL FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS • THIS LEVEL SHALL EE 146 TJI 230 FJ. • IS" OZ. UNLESS OTHERWISE INDICATED PER PLAN. 4. ALL HEADERS • WINDOW MD DOOR OPENINCGS &JrpORTIN4 THIS LEVEL SHALL BE 4)(12 • 2 DOUC4IFIR UNLESS OTHERWISE INDICATED rata PLAN. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. b. PROVIDE FIRE @LOOKING o ALL PLUN®INS PENETRATIONS. T. BEARING WALLS ARE SHADED. S. PLUMBINS AND MECHANICAL FIXTURES ARE DASHED. 9. • INDICATES POINT LOAD SUPPORTED BY (2) STJDS, U,N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. IL ALL METAL JOIST HANGERS SHALL 6E °S IMP50N STRONG -TIE" U-SERIES JOIST HMUGERS OR APPROVED EQUAL UNLESS NOTED OTHERWISE. 3" CMSTC (16) GAGE colL STRAP 4'-0" LONG CENTERED BETWEEN BEAM AND END OF WALL — Masa 2 Nee 'i 4 ►� 3" CMSTC (16) GAGE COIL STRAP 41-0"LONG CENTERED BETWEEN BEAM AND END OF WALL Tx16 2.OE) P5L (TOP FLU51U /.7dr/////////Y//////////Y/////////////%////IY////////rW////////rD'.OU////////////% n 1E3 %s t84 el ,s WII ,0 e11 i`-_ eR— taD yA 0 0.1 0 x i rm ,A DBL 1 3/4' LSL ri 00 _ A6LOGK N6 UNDER I y, v " WALL ABOVE 4 c0$ — - gre 4 p3 5 I/2x14 (20E) i IGI� S•E! si '/////%/A%////i9 42 / %///Y.%/ 2%%/A4Zn 1xI1620 E) P51_ (TOP FLUSH) Ur i• Q A' 15 6ZE7 OG• 5 I/4x14 (2.OE) F5L (BTO FLU51+) MAIN FLOOR FR411%1 INCur PLU4N D19-0361 ONE ROW OF 13" LSL BLOCKING at 48" C1c PFR DFTLIL RECEIVED Ci l'Y OF TUKWILA NOV 1 3 2019 PERMIT CENTER 0 J —J 0 0 fX Z 0 W 0 0) a J Z z 1 LY 0 0 LL Z ' + Rersions CITY V@ORRECTIONS I 2/21/2019 Drown CheckeDer Date JAMIMItr -1 20M Sheet S1.4 Job St I COW. TOP PLATE (4)-16d TO HEADER (TYP.) 4 ` +-MADER �. (PER PLAN) USE (2)-CRIPPLES OVER S 6' OPEENING CYYPJ - CONT. Tor I" O (2)-16d TOENAIL • EA END (TYPJ STUDS OPENING) Up TO 4 ONE TWO Up TO T THREE Up TO S' FOUR UP TO 12' - Ibd • 12' oc. 5ETUIEEN STUD CTYP.) DEAR PERP TO WALL: 4x : C2)-CRIPPLES MIN UNDER SEAM 514x. 6x (3) CRIPPLES MIN. UNDER SEAM OPENING Tt ICAL HEADER N.T-5• 24' MNIMJM END JOINT OFFSET 5-16d NAILS FACE NAIL AT LAPPED AREA 57a 5 CARD STUD LAYOUT ACING PER pL.44 TIP {CAL. F 4MINDETAIL CV coa D0U5LE TOP PLATE SPLICE 1/211 • II-0" STRUCTURAL LEGEND �DENOTES LOCATION AND EXTENT OF SI4EAR WALLS DENOTES TYpE OF SHEAR WALLS SEE I PI-6 V SPEAR WALL SCHEDULE DENOTES NOLDOIN LOCATION SEE HOLD DOLLN SCWEDU-E LOCATE WOLDOUMS MIN. V FROM FOUNDATION VENTS I I217dI 4x10 DFUI 5. 1/4x4 1/4 2.0E) Fa 4x //AI— - - WO — • E -1/S3J °iOr////� u1 0 P1-2 SEE T/53.1 1 3 I/2*4 I/4' ODE) P5L NOTE: ALL INTERIOR HEADERS OVER DOORS TO HE 4x10 DF'2 UNA. SSW24X111 P1 2 CO Ls .y. ISSW24X91 ENIRE WALL OVER 5HEAR PANELS WIT IIAIvaL Li.) ALL 1-4N 10 1 <I tjn��%.•N SEE Yell 3 1/2x9 I/4' (2.00 Pt IL171:•24 (S)SPPSa4 A-35 CLIP5 AT CORNER OF UAL! MALLY SPACED ALONG LLl4LL SEE 5/633 P1.2 SEE 4/533 PI-3 4 (S) SMPSON A-39 CLIPS AT CORNER OF WALL ECUALLY SPACED ALONG UMLL HT. Pi %////////////////////// // SEE 4/533 P1.3 WALLS GREATER THAN I®'-®" N HEIGHT TO BE BALLOON FRAMED WITH D0L 2xb • 10 Oc. IMI:;Sa: 0 I 4x10 DFP1 BT* DOOR 4 WINDO SEE T 53.1 ALIGN HOLD DON apart SAME STIC 51M /U c I_0II 4 D19-0361 IM SEE 5/53.1 EXTEND ROD TO FaNDATICN SEE 03.1 EXMPO ROD TO FaNDATO4 SEE 8 53.1 E ROD TO PGINDATICN SEE 2/533 SEE yew 10 K1 SE Y/53.1 ALIGN IIY WC D COIN AL LLV HOLD DON ApoVE SAME Sit ABOVE SAME STUD RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER ITT/ 2019 • N► co W M 0 0 M- IU•oc.l I = N CO 0 0.4 a0 • nt • • (O I-LL 1- 0 J 1 Q J 1- 1 W U Z W 0 to LIL. 7 NV op 1\ /11 3evsbns In 1 aTr g0RRECTIONS 2/21/2019 Drown Checked Do te -Au/Alt? ? 20114 5^eat S1.5 ,o. 4 0 • STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SHEAR WALLS ENOTES TYPE OF SHEAR WALLS SEE PI-S SHEAR WALL SCHEDULE DENOTES WOLDOLLN LOCATION SEE HOLD DOWN SCHEDULE LOCATE HOLOCENE. MIN. 9" FROM FOUNDATION VENTS MAIN LEVEL FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS • THIS LEVEL SHALL ESE 14" TJI 230 o I6' PC. UNLESS OTHERWISE INDICATED PER PLAN. 3. ALL EXTERIOR RIMS TO BE I%'x14' (155C) LSL U.N.O. 4, ALL HEADERS o WINDOW AND DOOR OPENINGS SUPPORTING THIS LEVEL SHALL BE 4x10 • 2 DOUC.JFIR. UNLESS OTHERWISE INDICATED PER PLAN. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 6. PROVIDE FIRE BLOCKING o ALL PLUMBING PENETRATIONS. 1. ALL PETAL JOIST HANGERS SHALL BE °SIMPSON STRONG -TIE" U-SERIES JOIST HANGERS OR APPROVED EQUAL. 3a" T. 4 G. PLYWOOD GLUED 4 NAILED STAGGER JOINTS, TYP. ONE ROW OF I%" LSL BLOCKINCC at 4S" O.c. pER DETAIL 1- N 1 N 3" CMSTC (16) CTA6E COIL STRAP 4'-o" LONCR CENTERED BETWEEN BEAM AND END OF WALL l 1x14 2 art..42e, Ai/4i'41 4 i4 /rPG ire / ^I 1 3/4' La. fBLOGKIN6 UNDER YVALL ABOVE 5 1 4x14' (2 OE) P5L ,/ SUS 125/14 �Y/ J Ill 3" CMSTC (16) GAGE COIL STRAP 4'-0"LONG CENTERED BETWEEN BEAM AND END OF WALL SOFFIT, INSULATE 4 FIXTURES - V DASHED -IN TYP 2.0E) PSL xIu Im DBL 13/4 LSL BLOCKING UNDER WALL ABOVE CONT. j7xl4 2.0E) I 13/4"x14" (155 E) LSL RIM JOIST IN/ I /4"x14 LSL BLK'G /A %%/%7/////%/.b 3/4"x14" (1.55 E) w/ 1 3/4"x14 L5L RIM JOIST LSL BLK'G 1/4 14" 2.0 DBL 13/4' LSL BLOGKIN6 UNDER WALL ABOVE DEL 13/4' L5L BLOCKIN6 OVER SALL BE -OW II A iI Il ALL UitioaiR LEVaL FIRAMIN1CH PLAN x D ONE ROW OF IV" LSL BLOCKING at 43110C. PER DETAIL �11 _ II_011 D19-0361 _MC, nu 11'CFI': ED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER P 0 J J 0 0 IIJ 0 LTJ co z J z UPPER FLOOR FRAM 7 Q • Revision,' akYg2019 nCNs 2 21 7A1 Drown DEP Checked Date .WIMRY 1 2014 Sheet S1.6 Jolt Iiii e ti CONE. TOP PLATE r e. (4)-Ibd TO HEADER ITYP) HEADER (PER PLAN) USE (2)-CRIPPLES OVER p� 6' OPNENIN4 (YYPJ — t CAR. TOP PLA' m o (2)-16d TOENAIL • EA. END (TYPJ STUDS OPENING, UP TO 4 ONE TWO Up TO 1' THREE Up TO 9' FOUR UP TO R' I6d • 12e on. BETWEEN STUD (TYP) DEAM PERP TO WALL: 4x : (2)-CRIPPLES MIN UNDER SEAM 5, 6x (3) CRIPPLES MIN UNDER SEAM OPENIN4 ripICA1L 1—IE44DER 24" MNW%PI END JOINT OFFSET ARD STUD L ACIN4 PER PL c) Tt CAI- ERAM1NC1 DETAIIL N N.T.6. 8-16d NAILS --FACE NAIL AT LAPPED AREA COU3L_ TOE PLATE SPLICE 1/21I • II_ma STRUCTURAL LEGEND XDENOTES LOCATION AND EXTENT OF BNEAR WALLS ENOTES TYPE OF SHEAR WALLS SEE P -6 BHIEAR WALL 801$DULE DENOTES HOLDOLLN LOCATION BEE HOLD DOAN SCHEDULE LOCATE HOLDOUNS MIN. 9" FROM FOINDATION VENTS !a SEE y633 P1 (8) SIQSON A-35 airs AT CORER OF WALL EGWALLY SPACED ALONE WALL NT. 1:1 SEE y533 P1 .2 • M rr SEE 5/633 81M. P1 -A th W I I 4 • • it, Art 4x1017F11 3 I/2x117/S OME) L51. MIS:aI (a) 8PIPSGN A-35 CLIF 8 AT CORER OF UAL Ea tALLY WA= ALCNI4 WALL HT. (a) BCIPSON A-33 a AT CORER OF WALL EQJALLY SPACED ALONE WALL HT. I6 CU7 • BEE 4/833 Ig 0 4 e • 9 1112:C91 4x10 DF*I 91M P1/ BEE 5/633 81M. • \ • • • • • 9 :3 , l8) SPIPSON A-35 curs AT GORIER of WALL EGIUAL.LY SPACED ALo1,4 WW1 NT. (3) 2x6 STUD UNDER NIP MASTER ABOVE LL • a SEE 5/833 2 SEE 4/-33 (8) 5PIPSA1 A-35 CL AT CORER OF WALL EQUALLY SPACED ALa44 1 LL HT. -2 4x10 P01 SEE 1/833 1 n r" f rs 111 SEE 5/833 BIM. SEE /833 31/bd PI -2 se We (4) 2x6 STUDS 3. 46 (8) 8Mr8GN A-35 cupa AT CORNER OF WALL EWALLY SPACED ALONE U14LL NT. SEE 4/833 P1 .3 9 \ \ • \ \ \ • \ • \ • 1 • • • • • SEE 2/833 9 5EE 5/83 NOTE: ALL INTERIOR HEADERS OVER D TO 5E 4x10 DF') UN.O. :r';i 4xI0 P1-2 SEE 1V833 "Sr r. iiiiiiiiiuii•ii WALLS 4REATER THAN 10'-0" IN 14EI41-IT TO 13E BALLOON FRAMED WITH DI% 2xS • 16" OC. D.r::•r1 4x10 Auk r1 SEE yeas ALIEN Wr NOLO DaiN eELOW SAME STUD 1112 LTC 3 I/2x11 T/8" (I55E) SEE 1533 ALIGN 114 HOLD DOIIN SELGW SAME STUD UPPai; LEvaL LU AL.1- PL4NI n Ca nar SEE 2/533 SEE 2/533 qir r"Y SEE 2/533 141, nigr NL .� . 'r' SEE 2/533 II T 4- VSBS AL14NHOLD DOWJ 5EtQU SA"E STUD D19-0361 ,I 4 REcriivPD CITY OF TUKWILA NOV t 3 20s9 PERMLT CENTER SAZEI DESIGN GROUP, LLC • lir WALL PLAN ♦Revisions 2/21 201eECTCNS ® �20 • Drown Cnec.ed Data JfIWlWY" M Sheet S1.7 Job ROOF LOADS: 1. TOP CORD LIVE LOAD • 25 P5F 2. BOTTOM G0RD '.JVP LOAD Is 10 P5F 3. TOP CORD DEN? LOAD = 1 PSF 4. BOTTOM CORD DEAD LOAD = 5 P5F 5. WIND UPLIFT (TOP CORD) = 15 P5F TRUSS SPAN = 13'-10" 28'-1 I /2' TRUSS SPAN = 441-0" ATTIC V NI IL4TION: MAIN ROOF Roof Area : UPPER ROOF 1906 s.f. Ventilation Required: 1905 s.f. x 1441 300 = 914.88 s.i. Req'd Prairie between 40% 8 50% of the total required ventilation no more than 3 8 below the ridge or the highest point of the space. Remainder to be Installed at ease vents. Upper Roof Ventilation: AF50 Roof Jack (10" x 7") = 50.00 s.i. each. Upper Ventilation MINIMUM = 914.88 s.i. x 0.4 1 s.i. 0f each tent = 8 vents Upper Ventilation MAXIMUM = 914.88 s.i. x 0.5 1st Meech vent = 9 writs Pmude: 8 -10"x7 roofjacks. Ventilation = 400.00 s.i. Ventilation area remainder for ease vents = 514.88 s.i. (Rood vent -Upper vent) Eave Ventilation: Birdbocking: (3)2 25" dia holes per bay = 5.96 s.i. per it - 25% reduction = 4.47 s.i. per 1.1. Eine Ventilation Required = 514.88 s.i. / 4.47 s.i. per I.f. = 115.19 I.f. Pro de Minimum 116 U. drdblocking. Ventilation = 518.52 s.i. Minimum Ventilation Provided = 918.52 Ai. IS GREATER THAN : 914.88 ai. Req'd LOWER ROOF OVER GREAT RM Roof Area : ENTRY 124 s.f. Ventilation Required: 124 s.f. x 144 / 300 = 59.52 s.i. Req'd Provide between 40% & 50% of the total required ventilation no mote than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave tents. Upper Roof Ventilation: AF50 Roof Jack (10" x T') = 50.00 s,i. each. Upper Ventilation MINIMUM = 59.52 s.i. x 0.4 / s.i. of each tent = 1 vent Upper Ventilation MAXIMUM = 59.52 s.i. x 0.5 1 s.i. of each vent = 1 vent Proide: 1 .10'x7- roof jacks. Ventilation = 50.00 s.i. Ventilation area remainder for eate vents = 11.90 el. (20% olVenIRequied) Eate Ventilation: Birdblocking: (3)2.25" die ho:es per bay = 5.96 s.t. perk - 25% reduction = 4.47 s.i. perl.t Eate Ventilation Required = 11. 90 s.i. / 4.47 s.i. per I.f. = 2.66 If Provide Minimum : 31.1. b rdblocking. Ventilation = 13.41 s.i. Minimum Ventilation Provided = 63.41 s.i. IS GREATER THAN : 69.62 Ai. Req'd Standard Trust Scissor Truss Roof Framing Assembly: ROOF OVER OEN Roof Area : ENTRY 50 c.f Ventilation Required' 50 s.l. x 144 / 300 = 24 s.i. Raid Provide between 40% 8 50% of the total required ventilation no more then 3 It below the ddge or the highest 01 the space Remainder to be Installed point at save vents. Upper Roof Ventilation'. AF50 Roof Jaek (le- x 7-) = 50.00 s.i each. Upper Ventilation MINIMUM = 24 s.i. x 0.4 / at of each vont = 1 vent Upper Ventilation MAXIMUM = 24 a.1. x 0.8 / et of each vent = 0 vent Provide: 0 -10"xr roof jacks. ventilation = 0.00 s i. Ventilation area remainder for ear° vents = 24.00 at (Re d vent-Uppsr vent) Erse Ventilation: Birdblockmq: (3)2 25" de taxes per bay = 5.96 a.1 per Lf - 25% reduction = 4.47 s.i. per It Eava Ventilation Required = 24.00 at / 4 47 sl. per LC = 5.37 I Provide Minimum 6 Lr birdbluckirg. Ventilation = 26.82 s i Minimum Ventilation Provided - 2e.e2 s.t. 18 GREATER THAN : 24 s.i. Req'd NOTE: SHOP DRAWINGS FOR PRE-ENGINEERED FLOOR OR ROOF TRUSSES MUST ESE ONSITE AT TIME OF FRAMING INSPECTIONS AND WAVE AN ORIGINAL WASWINGTON SEAL AND SIGNATURES OF TINE DESIGNER PROCEEDING WITW FRAMING WITWOUT APPROVED DETAILS AND PLANS 15 DONE SO AT TINE CONTRACTORS / APPLICANTS RISK TRUSS NOTE: TRUSS MANUFACTURER TO INCLUDE PRA& STRUT / COLLECTIVE LOAD IN ROOF TRUSS DESIGN INHERE TRU55E5 ARE OVER INTERIOR 5HEAR WALL A5 5P'O.YIN. ON PLAN. 40Xj'LF (ASP) SEISMIC LOAD 'INCLUDE A5 DRAG STRUT (WHERE NOTED ON PLANS) 1,I'-1 I. TRUSS SPAN = IS'-3" I. MANUFACTURED ROOF TRUSSES SHALL BE BY AN APPROVED FABRICATOR U1H0 SHALL PROVIDE DETAILS AND SPECIFICATIONS AS REQUIRED. 2. EACH TRUSS SHALL STAMPED WITH THE MANUFACTURERS STAMP 4. THERE SMALL EE NO FIELD MODIFICATIONS OF TRUSSES 5. ALL TRUSSES SHALL BE BRACED, FRAMED AND TIED TO SUPPORTING. WALLS To FORM AN INTEGRAL PART OF THE ILHQLE STRUCTURE I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CO4171TIONS PRIOR To CONSTRUCTION. 2. BEARING WALLS ARE SHADED. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4, ALL HEADERS SUPPORTING poor • MAIN LEVEL OPENINGS SHALL BE 4x10 R DOLY.1JFIR UNLESS OTHERWISE INDICATED PER FLAN. S. CONTRACTOR TO VERIFY LOCATION OF ALL ROOF SUPPORT ERACINIG OR POSTING AND PROVIDE ADEQUATE BEARING To FoUHDATION. 1. ALL METAL HANGERS SMALL BE 'SIMPSON STRati-TIE" U-SERIES JOIST HANGERS OR APPROVED EQUAL. 8. ALL FALSE VALLEYS SMALL SE FRAMED W/ A FLAT 2x10 LAID DIRECTLY ON RAFTERS BELOW, OR W/ A FLAT IxIO LAID ON 3/46 SOLID SWEATI-PG. 9. ALL CEILING JOISTS SMALL BE 2x8 Q NEM/FIR FRAMED • 2441 00. UNLESS OTHERWISE INDICATED PER PLAN. SEE PLAN JOIST DIRECTION. 10. WHERE CEILING JOISTS ARE PERPENDICULAR TO RAFTER FRAMING, PROVIDE METAL STRAP TIES • 40' O.C. ACROSS NE FIRST THREE ADJACENT JOIST SPACES AND SOLID FULL DEPTH ELKIG • EA TIE. II. INSTALL edEAR WALLS 4OR EL0cK9-Ya IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. ROC, T= SkEATI-TINS ENTIRE ''UPPER 4 LOWER ROOF TO BE NAILED PER ROOF NAILING SCHEDULE ON SHEET SU 2x1> EXTERIOR WALL T.O. PLATE • 4'-I ` A.M.F. T.O. PLATE 0 18"-4 T/8 " A.M.F. T.O. PLATE e 8'-I" A.M.F. FRAME ROOF OVER FIREPLACE: 243 RAFTERS • 24' o.c. w/ 2x8 CLG. JOISTS • 24" oc. END JAB, • 241I O.C. T.O. PLATE • 4'-I' A.M.F. T.O. PLATE • 18'-4 119 " AMP. GIRDE1 TRUSS I'-5 I/8" �' ... ............pipr.., LI II■I■or Ili 4 1 4 1 11 Itr� p. NI- MAS - -E- -� ( ,AI I j PER PROFILE C E END TRUSS GABLE END T.O. PLATE • A.M.F. T.O. PLATE o 18'-4 1/8 " A.M.F. FRAME OVER EXISTING ROOF w/ 2x8 @ 24' O.G. •VIDE MIN. 22"x50" ATTIC ACCESS INSULATE i WEATHER STRIP 1 x10" AF50 ATTIC JACKS (8) REQ'D R DOTE fl FRAME OVER. EXISTING ROOF IN/ 2x8 ® 24" O.G. / / O.W. 110. M1 T.O.t Mo 15'-6" A.M.F. D.9 r {GOOF FRA1%1 INCH I°L.A D19-0361 T.O. PLATE • 18'-4 1/8 ' A.M.F. GALE END TRUSS GALE END NOV 1 3 2019 PERMIT CENTER 1/7/2019 1 U -J J 0 0 r� LIJ V Z 0 sp I Redslons tire QORREclioNS 2/21 2019 Drown Checked Dote 4WIYS 130111 Sheet S1.8 Job 2X4 *LATE ]X• FLAIR CONT. HEADER 1 (31'3 TIES •TOP OF WALL • 4" O.O. BALANCE • Si O.C. BETWEEN F � ' ha� 4LT•_ •b FINISH DOOR JAMp� ROUGH DOOR JAMB (TREATED)--` TOP of BLAD • DOOR OPENIWG (2) •4 CON DAR FULL HT. . WooK INTO FIG. CgARA4E PLATE .—SIMPSON pA35 WITH 8° MIN. G-MtEDMENT, SEMD GVEM TOP OF %AM (2) EA SIDE (FACE) (4) TOTAL BOTTOM OF HE - (6) 5/8"e x 1211 A. IW 2" x 2' x 1/4" PLATE WASHERS 1 = dl (2) 04 CONTINUOUS CONCRETE FOOTING* • T 154 RE'SAR •-' I IV" o.c.. FIORIZ. 11 164 oa-o'ERr �yr CONCRETE FOOTING CONCRETE WALL VAREB FINISH GRADE Tor OP FOOTING (3) *3 TIES • SOT. OF WALL • 4' O.C. 7 14 11 MIN, PER PLAN 44 REBAR • 16" 0.C. VERT (TYP) 4) 5 REBAR FULL HT.- '4 RE'SAR •10'oa HORIZ E L-SOLT ANCHOR 14' MIN, 1•L,41N WCONCRETE 1 •4REBAR • 10° oc. HORIZ. A.13 PER SCHEDULE TIES (STIRRUPS) SEE ELEV. FOR SIZE 4 SPACING R11• x 12" As. w/ 2"x2"x!E" HD.GALV. PLATE WASHERS 21-0' 21-01 2 D" FN L'ql" ScQILSTRAP w/ BLosdccNG / \ / — ROUGW�ENING / oy" COILSTRAP w/ \ \ ti FLOOR JOIPrs PER P MAIN LEVEL SHE AN / II II II PANEL JOINT TYF. 2 UPPER LEVEL PLATE n 1 BOTTOM OF HEADER FIELD NAILING PER SCHEDULE 41x10' PLYWD SI-1TH14 PANEL tiCalk ALL FRAMING HARDWARE TO EE INSTALLED PER MANUF. REGY'NTS THIS DETAIL 8HOW8 CONCEPTUAL INFORMATION ONLY SEE PLAN FOR ACTUAL CONDITIONS T`TIC)4L S 4EARWALL FRAMING, ELEVATION 3 STUD 00g'IER TYP. -- EDGE NAILING PER SCHEDULE 1-10LDDOUN PER PLAN MAIN LEVEL SJBFLOOR 01 HAM LEVEL PLATE ?ak UPPSR LEVEL SHEAR FORCE TRANSFER AT CORNERS y 21-0' 21_0' 6 RSIL 14 Rol)GH/OPENING I II .J II u / \ I I/4" GOI+STRAP w/ DL EDGE NAILING PER SCHEDULE u 11 u 5/8' DIA ANCHOR DOLTS w/ 3" x 3" x 1/4" PLATE WASHER SWAGE PER SHEARWALL SCHEDULE ALL FRAMING HARDWARE TO DE NSTALLED FES MANUF. REOMNTS USE A SINGLE 3x STUD OR DOUSLE 2x STUDS • ALL ABUTTING PANEL EDGES FOR SHEARWALLS DESIGNATED AS PI-3, PI-2, P2-3 OR p2-2 THIS DETAIL SHOWS CONCEPTUAL INFORMATION ONLY SEE PLAN FOR ACTUAL CONDITIONS C�ARACFE PANEL 14" TO 231i" 3 TYPICAL Si-4EARWALL FRAMING ELEVATION I/2" 1/8" PANEL JOINT (TYPJ PHD HOLD0UNS w/ L-DOLT ANCHORS - 4x DEAN PER PLAN KST22l STRAP WRAP ENDS 6" MIN. • END NAIL PER MANUF NSTR C46 POET CAP 6x6 FOST IND VIRW 3/4" • 11_0" SIDS VIEW e CORNER 13E14M TO POST CONN. NI a2 1 /211 • 11-0" 2 11_0" MAIN LEVEL PLATE BOTTOM OF HEADER FIELD NAILING PER SCHEDULE 41 x 10' PLYWD SWING PANEL EDGE NAILN4 -. PER SCHEDULE — 3x STUD • ALL ABUTTING PANEL EDGES IF REO'D sEE NOTE BELOW 3 STUD CORNER (TYP.) I-IOLDDOU.N PER PLAN MAIN LEVEL SUDFLooR °j Q" MAX C LOWER LEVEL ALLTHREAD ANCHOR PER FLAN SWEAR FORCE TRANSFER AT CORNERS 11-i" 3/4' DIA ( 30l) THRU DOLTS • ' O/C STAGGER T. T 4 13OT. ROWS a I A = 5 1/4" OR l" PSL PER BEAM PLAN 3/8" x 13M. DEPTH x FULL LENGTH - FOR ASSEMBLIES W/ STEEL PLATE WHERE CALLED FOR SIDI \flaw I R 1 II III I I Ili �!k v INID VIVA) (8\ D31- PSL4 COMPOSITE pM ASSEMpL1' \a2J W/ BOLT PATTERN 3/4" • 11-011 CUT SUBFLOCR TO PLACE 88u1BP CN 'SEAM DELOW 1/2n • 11_0n Chi ir SMpsoN SSW PER TALE (2) - 6S1ap w/ (4) - 8D81 / 4 x 3-1/2" EACH END 1-1/16' HOLE MAX FOR ALL THREAD ROD 1' DIAMETER ASTM - A36 ALL -THREAD ROD STEEL DEARNG PLATE MNU•0.AI 344 x 5? x THICK ASTM A36 PLATE WASHER SINGLE MENDER 31e WIDE LSL OR PLS WOOD REAM MINIMUM rtm SSW Si-ISAR WALL * EsAM CONN. S2v s-EARWALL AT BEAM DESIGN DATA Flc • 3000 PSI Fy • 60.000 r81 EFP • 35 PCP BRCr. • 1500 PSF FRIG. COEF. • 35 AH HORIZONTAL AV VERTICAL AT A ar „1I • II Lei a a! Ita a a A 1 .4 • •I A •1I a 4 11 I1 9,1. 7t ?s" a RGTAINING4 WALL D MINSION FLOOR JOISTS PER PLAN ANCHOR BOLT AND P.T. SILLR PER SWEAR WALL SCHEDULE 4" BAND 4 GRAVEL SASE FREE DRAINAGE SACY.FILL 4 RGI9AR SG-IiDUI i MAX WAIL HT. HT. MAX FILL HT. DP WALL THICKNESS T WIDTH W TOE TOE FTG. DEPTH D REPAIR AV REDAR AH KO0K HT. REBAR J REBAR AT REDA AF 91 51 10" 2-8' 11_2' 10" 5010' •4012' 12" I6" •4418' 91 61 10" 31-011 11_6' 10" 5010" '4012' 12" 16" '4418' 91 11 10" 31-4' 21_0" 10" 5010" •4412" 18" 1611 •4•16" (3)-•4 (4)-•4 (4)-•4 91 6' 10' 31-10" 21-4" 10" 5*10" •4412' 18" 24" •4414' III I0' 10" 51_4" 31-4" 14" •6010" '4012" 18" a �41 RETA INCH WALL t 'BASEMENT 24" 5*12" 2y AH HORIZONTAL - AV VERTICAL 4" DIA. PERF. FOOTING DRAIN TYP. TIGHTLINE TO STORM SYSTEM (TYP) 41" DIA ROOF DRAM TIGHTLINE TO STORM SYSTEM FILL W/ 12' WIDE GRANULAR DRAIN ROCK BEHIND WALL WATERPROOF 4 PROTECTION BOARD • 4 ,. 11 ati • e aII 3/4" • 11-011 (5)-•4 (5)-5 2x STUD SHEAR WALL SEE 514EAN WALL SCWEDULE ANc4OR BOLTS PER 51-1EAR WALL eci4EP. SEE PLAN 1 21 311 F411 SAND ORAVEL BASE (21-60 LONG') DRILL Epoxy INTO WALL W/s" rug EmespmENT AV VERTICAL FILL W/ 121 WIDE C/RANULAR DRAIN ROCK 13E1-1IND WALL AT Fax at. MAX PIL1 WALL FTG. 4 • 1 ILU.' I a a II e DDRRAIIN/ 4E DACKFILL In I TOD -ntml. II WANING! WALL DIMENSION 4 !SPAR 80-ISDULS CONIC. WALL MAX UJALL HT. (FT) MAX FILL FIT. (FT) UJALL Ti-lirkw-Ss (IN) FOOTING! Witml (N) POOT1144 TOE FTC* DEPTH WALL REI3AR (vERTICAL) WALL REPAIR (14ORIZJ WOoK LEN4TH NTo FIG FTG DaPEL SPLICE FT4 MBAR TRAMWERSE FT4 SE13AR LONGITUDIMAL 6 CONC. RETA IN ING1 WALL 3/4" = D19-0361 Ai ae CITY OF TUKWILA PERMIT CENTER I Ito C‘i CO • STRUCTURAL DETAILS 0 3/4 15317 65TH AVE S, TUKWILA WA RevIslons 2/0/2019 Drawn D5F reeked Date Sheet S2.1 Joh k" 04A1"IFER • CAP 2x4 CEDAR TOP PAIL 4 2x4 CEDAR BOTH SIDES J 6x6 RAIL POST PER PLAN 2x2 CEDAR BALUSTERS (2) 2x4 CEDAR 130T- RAIL 5/4'x12 SKIRTBOARD -- - 5/4' CEDAR DEGC4 SOLID BLK'4 • BRA• SUBFLOOR 0 RIM JOIST NOTCH POST INTO RIM JOIST 2x BLK L� DECK JOIST PE; PLAN 4x BM PER PLAN u1/ (2) %" x 4" LA4 BOLTS • EA POST PER PLAN PROVIDE NON-STRUCNR4L LATTICE SCREEN AT UN — UNDERSIDE OF DECK 177/7. 12"x12" PLINTH EXTEND - 6" APOVE FIN. C{RADE 6x6 POST PB 6x6 - GRADE PER PLAN TYPICAL DECK SECTION DEOC SIDING PER ELEVATION MTL FLAS4-1'4 RT3 SEISMIC TIE • EA JST. SUH28 JOIST HANGER - RABBET BASE OF LEDGER OR FLASH OVER Sip IN4 BELOW 41 LIVNG SPACE jo phi Sal RISC. - (4) "4 ROUTING I -NOOKS / DOWELS WITI-1 "3 TIES 0 6'1 o.c. 6'ILAP 003TIES *4 a 6" E.W. i3OTT. -PLACE FOUNDATION ON UNDISTURPED SOIL WITH MIN. 1000 PSF GEARING STUDPER PLAN RIM JOIST 311 PLYuh - LR JOIST PER AN 1 3/4" LSL CONT. RIM - * - • BM LEDGER 2x PT- LE R BOLT TO RIM JOIST •/ k°► x 4Y LAG BOLTS STAGGERED TOP 414D BOTTOM. 6 �2 JOISTS OVERT IANCaINCa SUPPORT 6EAI T li DE• •• (2) 2x4 CEDAR 9 DOT. RAIL 4x10 PT. STRINGER MORTISE JOINT • TREAD TO STRPY/ER 3x12 PT- TREAD 6x6 POST BE"OND 2x6 TOP RAIL a1 = S n 2x4 CEDAR EA. SIDE TREAD TREAD tor 11/ 0 SCCT. D 2x6 TOPRAL 2x4 EA SIDE (2) 2x4 CEDAR 80T RAIL 2x6 CEDAR TOP RAIL HANDRAIL PER 2003 I.R.C. 2x4 CEDAR BOTH SIDES 2x2 CEDAR ISALLUSTERS " CHAMFER • POST CAP PT- 4x10 STRINGER 6x6 POST (2) k"► x 1' LAG BOLTS FROM POST INTO STRINGER bk CONCRETE LANDING -,. O 010° 0.--rampr I �r r 3'-Oa el /22 TtPICAL DECK STAY' SECTION 52 ;" 5EE PLAN Fos No. of RISER. I 1 34" CHAMFER • POST CAP i SE ALIGNCLEAT TREAD BELOW mpAI METAL BRACKET 3/4" • I'-0" 6x6 POST SEE NO BELOW • GUARD 5/4' CEDAR D 5/4l CEDAR SK RTBOARD MPA METAL BRACKET SEE PLAN PT. DECK JOIST PER PLAN 3x12 PT. TREADS MORTISED In INTO STRINGER - 4x10 PT STRINGER NOTE: I BALUSTER *PAGING AND BOTTOM RAIL WEIGINT AT OPEN STAIR HANDRAIL SHALL DE SPACED 80 THAT A SPHERE OF 43/4° IN DIAMETER WILL NOT PASS THRI 2 BALUSTER SPACING AND BOTTOM RAIL HEIGHT AT OPEN GUARDRAIL SHALL BE SPACED SO THAT A SPHERE OF 41 N DIAMETER WILL NOT PASS THRU 3/411•1'-011 MN. SOIL BEARING • L,SP.O FSF TO BE FIELD VERIFIED 2x12 BLOCKING ••' 1• 11� 6x6 DIAGONAL BRACE FROM 9'4°x12' ALB. TO 6x6 POST - (8) PLACES 6x6 P.T. POST / CO i 1 11 USE (3)-1)" DIA x 10° LAG! SCREWS AT EACH END OF THE KNEE BRACE INTO BEAN AND COLUMN. RECESS KNEE BRAGE Y." INTO BEAM 4 COLUMN. DRAGE SHALL BE NTALLED AT ALL CORNER POSTS ONLY. NOT REQUIRED AT NTERMEPIATE POSTS. '• 1211 DIA ROUND PLINTH - E)TEND 6" ABOVE FIN. GRADE PLACE FOUNDATION ON LNDISTURDED SOIL WITH MIN. 1500 PSF SEARING es 6x6 D.F 4 P.T. POST PB 6x6 (4) •4 FOOTING HOOKS / DOWELS WITH•3 TIES• 61 on 6° LAP • •3 TIES 04 • 6' E.W. Barr. DECK TO }COST KNEE *ACING 1" , II_0" I-D3B SIMPSON 4OLDOWN BRACKET ON EACH DECK JOIST STRADDLEING THE HANDRAIL POST LOCATION. ATTACH TO FLOOR JOIST w/ k" DIA THROUGI4 BOLTS ...._ FLOOR SHEATHING THICKNESS SHALL VE TREATED PLYWOOD. NAILING PER DIAPHRAGM 5CI4. NOTES ON THE PLANS SEE SU DECK JOIST PER PLAN FULL HT• BLOCKING R1 I 3S" WIPE x v. STEEL PLATE (A-36 MATERIAL) • 5' on (MAX) / HOT -DIPPED GALVANIZED WIITH 1L/ 511" x 67%" x k" BASE PLATE su/ (4)-k" DIA. x 6" LONG (SS.) LAG SCREWS INTO PERIMETER BEAM (5�' WIDTH MIN.) TOE BOARD/ KICK PLATE PER ARCHITECTURAL BETWEEN POSTS - ATTACH TO DM. BELOW WITH 5/8' DIA x T° LAG SCREWS • 9" oz. BASE PLATE ALL BOLTS AND FASTENERS SHALL DE STAINLESS STEEL A -A 411111e\ of BOLr DA THROWN BOLT M NRBEAM WIDTH 531" 5EE PLAN FOR SIZE I•IANDRAIL MIMMINOICULAR TO I. 2x12 BLOCKING HD3B SIMPSON HOLDOWN BRACKET - 0 _GI n? of BOLT t. 4 0 13 VA* 5L," x 61" x k" STEEL BASE t PLAN VIEW / MOTION A -A P-4' : MAX, ADJUST TO ALIGN NARDUARE BEAM CONN. H PER PLAN PO T RAIL /4 TYP. / 5 BM. / PER PLAN }LANDIRAIL FARAL L&L TO Fa) HANDRAIL POST IS CONNECTED TO CONCRETE USE k° x 63I' x 631" BASE PLATE WITH (4)- k° DIA. x Si LONG L-130LT8. (HOT DIPPED GALVANIZE) 44ANDRAIL DETAIL 822j 1- G I- • r. 3 IL • 11= ITCH- m •w'-T1. r �u� FLOOR JOIST FOUNDATIONS ALL FOOTINGS AND FOUNDATONt•1t BEAR ON SG.F), ONDLSPJT.3ED FRAM NATURAL EARTH OR COMPACTED SOL, AT LEAST 18' BELOW RJR GRADE AND F-ttE OF ORGANIC MAIEHIALS FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS, AND FEE OF WATER AT ALL TIMES. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT I FAST 6' ABOVE FINISH GRADE. FOUNDATION WALL BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF WALL PROVIDE 4' PERFORATED PPE (AS REOLIFED) FOR SUBSURFACE DRAINACE. FOOTING SIZE SHALL BE AS INDICATED ON DRAWINGS OR MI ILIA AS PER BC SECTION 1806. WHERE THE SURFACE IS SLOPED MORE THAN ONE (1) FOOT N TEN(10) MET THE FOUNDATION SHALL BE LEVEL OR BE STEPPED SO THAT BOTH TOP AND BOTTOM OF SUCH FOUNDATION ARE LEVEL PER BC. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE A CONCRETE SURFACE OR TO THE WEATHER , PROVIDE A MINIMUM PLINTH OF 1' ABOVE THE CONCRETE SURFACE, 0R 6 ' ABOVE THE EXPOSED EARTH PER UBC. FOUNDATION SLL PLATES SHALL BE BOLTED TO THE FOUNDATION OR THE FOUNDATION WALL WITH A b 1 tEL ANCHOR BOLT HAVING A MNv1UM NOMINAL DIAMETER OF 5/8'. BOLTS SHALL BE EMBEDDED A MIMMIM OF 7' NTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FRET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF THE PIECE. ANCHOR BOLTS SHALL BE A STANDARD '] -BOLT WITH A 4d RETURN, OR A STANDARD'L-BOLT WITH 12d EXTENSION. ANCHOR BOLTS SHALL BE A36 STEEL OR BETTER ALL ANCHOR BOLTS AT FOUNDATION SLL PLATES SHALL BE FRONDED WITH 3'x3'x1/4' PLATE WASHERS PER SHEAR WALL SCHEDULE AT SHEAR WAI I S AND OTHER STANDARD WALLS DEFAULTING TO P1-6. SEE SHEARWALL SCHEDULE ON THIS SHEET FOR SPECFFC ANCHOR BOLT REOUFEMENTS AT ALL SHEARWALL LOCATIONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF 1' AS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMEFICAN CONCFIETE NSTTRJTE STANDARD 301,'3PECIRCATIONS FOR STRUCTURAL CONCRETE FOR BULDNG'. AN AIR ENTAANNG ADMIXTURE COI/PORING TO IBC STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER. PROVIDE 5/. t t5Y. ENTRAINED AIR MAXIMUM. MAXIMUM SLUMP SHALL BE 4' AT TIME OF PLACNO. COMPRESSIVE STFRENGHT OF 3,000 poi 19 REOUR FOR ALL EXTERIOR AND EXPOSED CONDITIONS PER PER BC AND/OR BC GOVERNING CODES. MN. SACKS OF CEMENT PER Of'ECAL INSP. USE C.Y. OF CONC. REWIRED 3000 pei 5/ NO SLABS ON GRADE, FOUNDATIONS + FOOTINGS GROUT FOR POST BEARING PLATES SHALL BE NON-SHRNK TYPE WITH MINIMUM COMPRESSIVE STRBJGTH OF 2,500 PSI AT 28 DAYS. REINFORCING STEEL NEW, el FAN AND FREE FROM DIRT, CONCRETE REINFORCING STEEL SHALL CONFORM TO ASTM-A615-76A GRADE 40 (f -40,000 PSI.) FOR 4 4 BARS AND SMALLER GRADE 60 (fr-60,000 PSL) FOR t 5 BARS AND LARGER UNLESS NOTED OR SHOWN OTHERWISE, ALL RETIFORCNG BARS SHALL BE CONTINUOUS WITH ALL SPLK;ES STAGGERED. ALL STEEL SHALL BE ACCURATELY LOCATED IN THE FORMS AND SOURED BY FORM TES TO PREVENT DISPLACEMENT DURING CONSTRUCTION. PROVIDE ALL HORIZONTAL BARS WITH 2'-6' x 2'- 6' CORNER BARS OF THE SAME SIZE AT ALL CORNERS AND WALL INTCTccC11oNS. WHERE A CONCRETE WALL ec DOES NOT INTERSECT WITH ANOTHER WALL, HOOK HORIZONTAL BARS 90 DEGREES AND PROVIDE AN EXTENSION OF 6 BAR DIAMETERS. AT CONCRETE WALLS LAP VERTICAL REINFORCEMENT A MINIMUM OF 48 BAR DAMETERS TO FOOTING DOWELS. LAP ALL REWFORCNO BAR SPLICES A ? NNUM OF 48 BAR DIAMETERS. REINFORCING STEEL SHALL BE DETALED (INCLUDING HOOK AND BENDS) N ACCORDANCE WITH ACI 315 AND 318 - (LATEST EDR1ON). CONCRETE PROTECTION (COVER) FOR RtB'FOR0 JG S11tL SHALL BE AS FOLLOWS FOOTINGS AND OTHER UNFORIED SURFACES, EARTH FACE Fors€D SURFACES EXPOSED TO EARTH OR WEATHER 45 BARS OR SMALLER 46 BARS OR LARGER SLABS AND WALLS (NTB9IOR FACE) 3' 1 1' 2' WELDED WLRE FABRIC SHALL CONFORM TO ASTM-185. LAP FABRIC 1'-0' MINIMUM AT SPLICES. LAP ADJACENT MATS OF WELDED WIRE MESH ONE FULL MESH AT SIDES AND ENDS. D19-0361 HD3B HOLDOILN EACH SIDE OF JOIST (2) k" DIA BOLT CLAN VIEW w CORNER 3/4" • 11-011 SIDING/ PER ELEVATION MTL FLASH'4 R73 SEISMIC TIE • EA. JST. SU SUSFLOoR LIMY• SPACE STUD PER PLAN RIM JOIST �11 3." Pleb SI$RR P.T. DECK JOIST PER PLAN SU428 JOIST HANGER RABBET BASE of LEDGER OR FLASH OVER SIDING BELOW (2) SNPSON H0313 e1/ (2) I/24 DIA 14D G4LV. DOLTS OR ALL THREAD W/ NUT 4 WASHER i r- JOIST PER PLAN -- �— RIM JOIST - - SOLID DLK4 • DM LEDGER 24 P.T. LE•e R. BOLT TO RIM JOIST u✓ %."• x 4 ' LA4 BOLTS STAGGERED TOP AND BOTTOM. Cfri -OF TUKVWLA 2019 HD214 4-IOLD DOWN NOV 1 3 NT eR Ix • II_011 1/ 9/ 2G9 • M W o53 of- Ili N r N CO ,gem p � co l- u.. • • E3 4-) 0) 0 1 r 0 L_ 4 J 1 J 15317 65TH AVE S, TUKWILA WA • Revisions + A2 21/2�019ECnONs a61- Drr®_ Dror Checked Dote JANJARY 1 WM s^ee: S2.2 Job % 41 (2) 64 CONT. FOUNDATION CUT SACKFILL AS READ CONCRETE FOUNDATIG45TEMWALL •4 VERTICAL RESAR • I6" O.C. SEND EOTTOM OF EAR AND ALTERNATE DIRECTION OF FEND. iil. I t0F5 neme. 6 vim% \` ,(\f 4DIA ROOF DRAIN - TIGHTLINE TO STORM LINE 4' PIA PERF. FTG PRAM LOCATE BOTTOM OF UNDISTURSEP SOIL SELoW FROST LINE NOTM: ALL ALTERNATING, HOOK RENFORCN4 SHALL SE TIED IN PLACE PRIOR TO FOOTING INSPECTION TYPICAL FORMED FOOTING a n al SEE FRAMING DETAIL 5 ON 83A FOR STRUCTURAL REQUIREMENTS 4 DIAPHRAGM DEL STUD AT OF SHEAR WALL (TYP.) L__ r HOUHOLDD 3/4" = 11-011 PER PLAN DEL 2x 10 ELOCK'G DEL Tor PLATE — DEL STUD - ALIGN w/ ABOVE THREADED ROD �I1 - SAME DIA AS� ANCHOR BOLT J ANCHOR BOLT PER HOLDDOUN SGiIEDULEE- l_ 1 F 1 3Yi Tfl tIA 2x6 CRIB STUDS • 16" 0.C. COUPLER A13. w/ 2"x2"x3/16' PLATE WASHER A9. SPAN SHALL BE PER SHEAR WALL SCHED. ABOVE. UNDER SHEAR WALL ONLY. o 11 a . I1. II • II • II 11 u II 4. 4 it a • 4 4 • ° 4: I I u ccNc. FOOTING PER PLAN m SEE FRAMING DETAILS ON 83.4 FOR STRUCTURAL REQUIRMENTS • DIAPHRAGM • 4 CONT. • TOP of WALL •4 • 10" O.C. HOR (2) •4 CONT. I'-4' 9' - 3x6 P.T. SILL Aa9. aV 3'x3'1x1/46 PLATE :WASHER (f" MN. EMBED) •4 • 16" 04:. VERT. w. ALT. HOOK N FIG. TIED IN PLACE • TIME OF FTG. INSPECTION 4 b FOUNDATION STEMWALL * SXT. WALL TYPICAL w/ DIAPNRAC4M oN Top OF WALL 3/4'I . I'-0° SEE PLAN FOR SHEAR WALL TYPE FINISH FLOORINCq--•--\ 3/46 T•G PLY 51113FL • HOLDOWN PER PLAN, SEE FOUNDATION PLAN FOR NUMBER OF STOPS AT 14OLDOUN DEL LSL BLK'G JOIST PER PLAN LAP A MIN. OF 3' • eURIPORT DEL TOP PLATE AT SHEARWALL ONLY x•6 06E PLYUIOOD, NAILING SHALL MATCH B.W. SOH. ABOVE (MAYULER OMITTED IF FULL LEN414T THREADED ROD IS USED) 3x6 PT. SILL PLATE THICKEN FOOTING SY 3' UNDER 14OLD0UN TO ENSURE CONCRETE COVERAGE B.I-10U i-IOLDOWN • CRI Wll A 53. JOISTS pERP• TO WALL - SI-IC/EAR WALL ASOVE 3/4" • 11-0'1 d a jl L STUD POST PER PLAN - PHD HOLDDaLN PER PLAN 2x SOLE PL 1-- 3x P.T. SILL PL SIMp5ON ANCHOR PER PLAN - SSTE OR SSOR hint ALL-THREAP ALL FRAMING HARDWARE TO PE INSTALLED PER MANUF. REa-NTS PHD HOLDDOWN e INT. Fool- N4 SHEARWALL AT CRIBWALL DULEEPOT SPACING/ SEE ENEAR ALL 8 R • 4 CONT. • TOP OF WALL • 04 • 10" O.C. HORf� (2) 04 CONT. .111�1111 1 III rtJ J v /.i L9� / I I/2" • II_011 2x STUDS PER PLAN R6AOCONC. MIL, OVER GRANULAR FILL •4 • 16" on. VERT. w. ALT. 1400K IN FTC*. TIED IN PLACE • TIME OF FT4. INSPECTION 14) INTERIOR STEM WALL 61-1EARWALL OVER INTERIOR STEM WALL 3/4" • II_0" co f T^ IIII--11111-11111 mQ-11111-11111= nn=11111 A (3) 04 CCNT • ass PLAN 2x CRIEWALL PER PLAN SII'1PSON ANCHOR PER PLAN - SSTS OR SE OR ALL -THREAD ♦ • SI II II I I II PER PLAN DSL 2x10 BLOCK'G CRIB WALL -2x6 STUDS • 16" on. THREADED ROD ANCHOR- SEE HOLD-DOWN SCHED. FOR SIZE AD. w/ 3"x3"x1/4" PLATE WASHER 4 NUT NOT 544011N HERE FOR CLARITY SEE SHEAR WALL SCHED. FOR SIZE AND SPACING 10 MIL BLACK V.E. TOP. IIIII=IIII _ IIII_ I I 1111III=1_III �=1 =1111 THREADED ROD ANCHOR W/ NUT • WASHER- SEE HOLD- DOWN SCHED. FOR SIZE. 131; SECTION A -A ♦ COOT. •4 REPAIR CONCRETE STRIP FOOT INN AB. w/ 36x36x1/4" PLATE WASHER (16 MIN. EMEEP) • 4 CONT. • TOP 64 LIAT TOP op WALL 46 CONC. SLAB 46 -•VEL 74 i= 7i 4Cja i- ;:nticetV4 on 1. 04 RESAR x 24 PER PLAN SACKFILL AS REQ'D Tor OF CONC. SLAB VARIES w/ SLOPE (2)'4CONT. 19t I 1146 STUD PER PLAN 3x P.T. SILL 04 • 16" O.C. VERT. w. ALT HOOK IN FTG. TIED IN PLACE • TIME OF FTy. INSPECTION t EXT. FIND WALL e 4A AGE SLAP e 3/4" T/G PLY SUBFL JOIST PER SEAM PER PLAN 4x4 TRTD. POST (9) •4 EA WAY 66 CONC. 8L 46 GRAVEL 3/4" • 11_0u SLK4. PER PLAN PC44 0R PC46 • BEAM SPLICE NAIL PER MF4. SPECS. — PB44 • EA POST FOR ALL 4x4 POSTS OR p346 polo ALL 4x6 POSTS PER PLAN_1 TYPICAL POST 4 p:AM POSITIVE CONNECTION TO CONCRETE STEM WALL BEYOND Na 3/4" = •4 • 10" 0.C. HOR. WINE �r fi �\ y, G f, \fl44.16"O.C.VERT.w.ALT. HOOK IN PTIN PLACE • TI4. TIED ME OF FTG- \\.•�� \ b IN• JS�PEC TTI'ON 4A \ \f\�. (2) µ CONT. 11-4 HOLDOWN ANCHOR 51 INT. FooTIN4 7-11 EXT. FIND WALL C DOOR 51MPSON ANCI-IOR OR OTHER SEE PLAN FOR STEP LOCATION I ,i 4 • r 5� tb 001-0' MIN.1 I I/2" • 11_011 Top of WALL BEE PLAN " " 11 11 •4 VER�T��tC#L REEAR. • 16' OG. STUB IIRES'1R 4lMIN. (45 SAR DIAMETERS). BEND pont ,Q)F BAR AND ALTERNATE " " 16 • al DIRE TION OF 11• < 4 n . 4 4 a 4 I 44a1 4 41 I I'-5 (2) R4 LOCATE BOTTOM OF FOOTING oN LEVEL, UNDISTURBED SOIL p. 4 ° 4 :T 1 I 04 • BOTTOM OF WALL as a a4 TYP MULTI -STEPPED FOOTING, 3/4" • 11-0u m PROVIDE ADD. VERT BAR • CORNER •d x 2'-6" x 21-6u CORNER EAR TO MATCH NOR REINF. 04 • 166 VERT. •4 • 106 HOR CORM •4. 10H NOR •4 • 16" VERT. 3/4" • II_06 •4. 10"NOR - ADDTIL VERT BAR • INTER 04 x 2'-66 x 21-611 CORNER EAR TO MATCH HOR REINF. INTERS. WALL (ALT NOOK DIRECTION) INTERGECTIN4 TGG HOOK EAR PER GENERAL *4 • '6'1 VERT. SMARM pULKHEAD NOTES ON CNCCT SI.I ADDTIL VERT BAR • BULKHEAD OLLAALL REEAR A MN. OF 48 BAR DIAMETERS TYPICAL {QEINFO CEMENT DETAILS FOR STRUCTURAL REQUIRMENT op WALL NICM 6 4" CONC. SLAP La THICKENED EDGE *4 REDAR PER PLAN AP. w/ 211x24x3/1611 PLATS WAN-IER HOOK N TIED iN INSpECTIoN 3' pLYWooD 3/4'' T4G PLY sUgspL DEL Top PLATE ace in oft STUD peel- pER PLAN PLAN - SOLE PLATE 3x TREATED SILL PLATE ANcrloR PER PLAN - Sem SI3 OR ALL -THREAD SHEAR WALL ASOVE / DEL LSL 131.1c14 ; PLAN •cn7 63— JOISTS Paw,. To WALL - I3R4 UJALL ABOVE 2x6 CRIOWALL ow cow. SPREAD FTGF. JOIST PER pLAN (MIN. LENGTH 146) AB. w/ 315436x1/46 PLATE WASHER OUTSIDE pAce coNa WALL ANCHOR INS DE PACE OP CCt4C. WALL D19-0361 OUTSIDE FAcE OF ccolc. WALL INSIDE FAcE Of CONC. 11) SI-IEAR. WALL ABOVE SEE FRAMR4G PETALS ON 33.2 FOR STRUCTURAL REQUIRIC-NTS Op WALL - PLATE uxsPER fir 15-4" 4-1001C IN Fre*. TIC, IN PLACE • TIME op FIG. INspecrioN oo o Nta ALL FRAmiNQ HARDWARE TO DE INSTALLED PER MAN*. REa-INTs STUD POST PER PLAN PLAN SOLE PLATE coUPLER ANcNoR PER PLAN - 3x SILL PLATE CONCRETE STEMWALL EC) 1151-10 1-401-1,00WN1 EXT. FOOTING, WALL SHEATHING PHSNED GRADE STUD FRAMINQ PER PLAN SOLE PLATE 3x per siLL PLATE PLATE wAswER CoNC. SLAB 53. olisIDE FACE OF CONC. WALL INSIDE FACE OF ANCHoR AS DOTTED LINES WALL OF'DNINIC• cCNC. WALL INSIDE pAcE CONC. WALL RECEIVED CITY OF TUKWILA PERMIT CENTER ce Eli • CV CO 751, co LL • STRUCTURAL DETAILS 0 3/4 0 Ul Ce 15317 65TH AVE S, TUKWILA WA Revisions Amy COMMONS 2/21/3219 AS - Drawn Dote Sheet S3.1 Job STRUCTURAL WALL SHEATHING - SOLE PLATE NAILING 4 SCHEDULE FOR SHEAR uuWIIAAALLLL-��`;_ - ABOVE EDGE NAIL% PER eo-IEDULE FOR SHEAR WALi ABOVE BOUNDARY NAIL%(2) ROILS 16d NAILS PACED - TO MATCH EDGE NAIL% FOR WALL ABV. STRUCTURAL FILLER PANEL ----- DEL. 2x RIM BOARD PER PLAN — 10d(J2x2 V2") NAILS • 2° 0/C-T(P -- AT ALL SILL PLATES USE STAINLESS STEEL NAILS UNLESS Uk)00 TREATMENT CALLS FOR OTHER CORROSION REQUIREMENTS 0 FINISHED GRADE • 11111 1111=1 11111111`I111; I!!II�IIII-1 STUD FRAMING PER FLAN 80LE PLATE FIELD NAIL' (FLOOR DIApNRAC.IM) PLYWD DIAPHRAGM PER PLAN WALL SHEATHING 50LE PLATE NAIL% PER SOILED. FOR 5HEAR WALL ABOVE EDGE NAIL% PER SCHEDULE FOR SHEAR WALL ABOVE FLOOR BOUNDARY (2) I2d(.31x3 1/4") NAIL INTO EA FLANGE OF TJI JOIST FLOOR JOIST • 10 O/C OR PER PLAN a 35 FRAMING ANCHOR PER SHEAR WALL SCHEDULE FOR SHEAR WALL ABOVE 3x SILL PLATE ANCHOR BOLT w/1/41x31/43" PLATE WASHER CONCRETE STEMWALL D I AP1•4 ?AG4M •EXTERIOR STEMWALL FLooR JOISTS PERPENDICULAR TO WALL HORIZONTAL DIAPHRAM BOUNDARY NAILING I I/2" 1'-0" 7 PLYWOOD DIAPHRAM JOINT r DBL. "I" JOIST • SHEAR WALL TYP. UNLESS NOTED OTHERWISE CI-4 PRATING PLANS FIELD NAIL% EDGE NAIL% • JOINT -- FLOOR JOIST - � PER PLAN I1 TJI BLK4 • 48" O/C ----- UNLESS NOTED OTHERWISE ON PLAN. aLK4 MAY EC OFF OFFSET FOR EASE OF NAIL ENAIL% ASCHEDULE F¢)R SHEAR WALL BELOW 6TANDARD JOIST LAYOUT SPACN4 VARle FIELD VERIFY DIAFHI-IRAGM 1NT. 97I-IE,4{?WALL pELOW / (2) ROWS I&o NAILS PACED TO MATCH EDGE NAIL% FOR WALL ACV. STRUCTURAL FILLER 2x RIM BOARD - PER PLAN I0d(.12x2 1/") NAILS 12" O/C-TYP AT ALL SILL PLATES USE STAINLESS STEEL NAILS UNLESS WOOD TREATMENT CALLS FOR OTHER CORROSION REQUIREMENTS FINISHED GRADE STUD FRAMING PER PLAN SOLE PLATE (2) BdL31x 2 1/2") NAILS INTO EA. BLOCK PLYWD DIAPHRAGM PER PLAN FIELD NI4IL% N.C-\-2x BLOCK% PER pta4 • STANDARD JOIST LAYOUT PER PLAN (1A2d(.13Ix 3 I/4") NAIL INTO EACH FLANGE OF TJI BLKG FLOOR JOIST PER PLAN TJI BLK4 • 48" OC -35 FRAMING ANCHOR PER SHEAR WALL SCHEDULE FOR SHEAR WALL ABOVE 3x6 TR. SILL PLATE ANCHOR BOLT w/I/4"x3'x3" PLATE WASHER CRETE STEMWALL c D I APinIRAGri S EXTERIOR STEMWALL HORIZ. DIAPHRAM - BOUNDARY NAIL% FLoos JOIST PER PLAN TOP PLATE NAILING PER SCHED. FOR SHEAR WALL BELOW IF BEAM 1 USED PROVIDE MPAI CLIP TOP PLATES WAIL &WEATNING FLOOR JOISTS PARALLEL TO WALL WALL SHEATHING 50LE PLATE NAIL% EDGE NAIL% BOUNDARY NAIL% 3x6 SILL PLATE --- FINISHED GRADE -y 1111=11 1.IL. • SND FRAMING PER PLAN SOLE PLATE ANCHOR PLATE GONCRE STANDARD JOIST LAYOUT SPACING PER PLAN • 1 1/2" = 1'-0" FIELD NAIL% PLYWD DIAPHRAGM PER PLAN w/ R STEMWALL FLOOR JOIST PER PLAN DIA}=I-IRACipM *EXTERIOR STEMWALL "v FLOOR JOISTS PARALLELTO WALL 1 1/2" = 1'-0" WALL SHEATHING • SOLE PLATE NAIL% EDGE NAIL% I BLOCKED EDGE NAIL'% DBL I'4" LSL CLK% UNDER WALL ABOVE - SND FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN FIELD NAIL% OOR JOIST PER PLAN 16 DIAFI-IRAGpM 'e INT. SWEARWALL ABOVE 3 FLOOR JOISTS PERPENDICULAR TO WALL 1 1/2" = I'-0" FLOOR JOISTS PARALLEL TO WALL NOTE; USE ONLY DBL LSL BLKG AT INOLDDCU.NS WALL SHEATHING _. SOLE PLATE NAIL% EDGE NAIL% PER SCHEDULE FOR SHEAR WALL ABOVE HORIZONTAL DIAPHRAI BOUNDARY NAILING EDGE NAIL% • JOINT FLOOR JOIST PER PLAN DBL. 110 SERIES "1" " JOIST • SHEAR WALL TYP. UNLESS NOTED OTHERWISE ON FRAMING PLANS TJI BLK4. • 48" 0/C E UNLESS ANOTED 0 LLKDG MAY I3E OFFSET OFFSET � EASE OF NAILING EDGE NAIL% PER SCHEDULE FOR SHEAR WALL BELOW PER PLAN S STANDARD JOIST LAYOUT PACING-VARIES/SEE PLAN PLYWOOD DIAPI-IRAM JOINT - STUD FRAMING PER PLAN 50LE PLATE I I/2" = FIELD NAL% 79 a WALL SHEATHING SOLE PLATE NAILING PER SCHEDULE FOR SHEAR WALL A"AOVE EDGE NAL % PER SCHEDULE FOR SHEAR WALL ABOVE FLOOR BOUNDARY NAILING ExINTO A H FLANGE OF TJI JST TOP AND BOTTOM (TYPJ IF PLYlD. JOINT 15 LOCATED WITHIN THE RPM JOIST; NAIL PLYWD TO RIM J5T W/ 12d NAILS PER THE EDGE NAILING SPACING FOR SHEAR WALL ABV OR BELOW uNICEVER HAS THE CLOSEST NAIL PACING FRAMING ANCHORS. A351-PT4 OR SIMILAR ARE NOT REQ. WHERE PLYWD. 15 LAPPED OVER RIM JOIST. 1 3/4" (IWILSL RIM BOARD P RPL (INTO E1ACH FL4ANGE OF TJI JST TOP AND BOTTOM (TYP.) STUD FRAMING PER pLAN SOLE PLATE - PLTWD DIAPHRAGM PER PLAN i HELD NAIL% -EDGE NAILING ER SCNED FOR SHEAr WALL ADV. FROM LSL BLKG NTO RIM JST. 13/4" (IBM) L8L 8LKC%, BET. PLR J8T8%TYP) I" MIN. FLOOR JOIST EDGE DIST-/ PER PLAN r (2) I2d(i31x 3 buts" FROM JST SOT. FLANGE INTO TO, PLATE !SELO'S TOP PLATE NAILING PER SCHEDULE FOR SHEAR WALL HAS THE CLOSEST NAIL SPACING �_ TOP PLATESI 6E LAPPED OVER RIML JST. OR FRAMING ANCHOR o' D I AP?'-IRA4M • EXTERIOR SIH I RWALL t FLooR JOISTS PERPENDICULAR TO WALL I I/2" = 140RIZ. DIAPHRAM BOUNDARY NAIL% FLOOR JOIST PER PLAN �-�- TOP PLATE NAILING PER SCNED. FOR I BER UJ9LSEEUDOW IPROVIDE MpAI PER SW ABOVE TOP PLATES WALL SHEATHING e INT- SWEARWALL APV. a pEL- FLOOR JOISTS PARALLEL TO WALL STUD FRAMING PER PLAN PLYWD DIAPHRAGM PER PLAN FLOOR JOIST PER PLAN 10d • 4" OC INTO TOP 1 COT. OF JST. HORIZ. DIAPHRAM BOUNDARY NAILING AIGI Pi'c1l TOP PLAT NAI PER SCHEP WALL BELOW WO MAX. 32• MAX -k- 1 1/2" = 1"-0" WALL SHEATHING METAL STRAP PER PLAN WRAF AROUND DBL. BLK SOLE PLATE NAIL% PER SCH. FOR SWEAR WALL ABOVE EDGE NAIL% PER SCH. FOR SHEAR WALL ABOVE H10RIL DIAPHRAM BOUNDARY NAILING PER SCHEDULE CONT. RIM JST • BLKG. OR BEAM. SEE FRAMING PLAN (2) ROWS Ibd NAILS. PAGING SHALL BE SAME AS SHEAR WALL EDGE NAILING BELOU. - NON STRUCTURAL PLYWD FILLER CLOCKED EDGE NAILING TOP • COT. OM SHEATHING EDGE NAIL PER SCH. FOR SHEAR WALL BELOW TOP PLATE NAILING PER 514ED. FOR WALL BELOW SEE SHEARUTAI L SCHEDULE FOR SPECIFIC NAIL% AND ANCHOR REQUIREMENTS SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL% REQUIREMENTS D I API -I RA4M £ OVER44ANG e*IEARWALL JOISTS PERPENDICULAR TO SHEARWALL 3/411 = 1'-0" r TOP PLATE TOP PLATE • o 1 H— N 0- 0 0- sTA/CARD STUD LAYOUT SPACING! 9 r Q BEAM/ BUILT-UP POST (2)-10d NAILS - TOP PLATE TO TOP OF BEAM TOP PLATE LA ran rLANT EDGE NAIL% PER SCHEDULE FOR SHEAR WALL BELOW WALL SHEATHING SOLE PLATE NAIL% EDGE NAIL% 1 BLOCKED EDGE NAIL% DBL 13/4" LSL OR 3 Irz" LSL EDGE NAIL% T STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN -- FIELD NAIL% FLOOR JOIST PER PLAN FRAMING CLIP APPLIED PER SHEARWALL BELOW TOP PLATES STUD FRAMING PER PLAN �-- WALL SHEATHING D I API-11;ZAGpM c INTERIOR SWEARWALL FLOOR JOISTS PERPENDICULAR To WALL 1 1/2" = a" T"G PLYWOOD HORIZONTAL DIAPHRAM VARIES- SEE PLAN ELEVATION 8" DIA MAX. MECH. PERAN IN FULL SIZE PANEL SIDE VIEW �13 FRE-F413 pLOCKINC, PANEL A 3 AT SHEAR OR BEARING, WALL LOCATION I I/2" • I'-0" D19-0361 PLYWD SUBFLOOR H6 HURRICANE: S EA SIDE OF CEAM AND FASTEN UNDE PLATE) - BUILT-UP POST (2)-2x6 • 31f" WIDE BEAM (3)-2x6 • SW WIDE esEAM I� pEAM FRAMINGr DETAIL 0 ptAM TO WALL AS81! TOP OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON Tor OF PLATE 11/2" = I'-0" TRASIO9ter-N1 �►' _.,., _ ..- }POST T1 AP ® I SOMETR IC ItL3L RIM --'BOARD PER PLAIN DBL. TOP PLATE PLUSH 13E411 PER PLAN PLAk WALL SHEATHING SOLE PLATE NAIL% PER SCHED. FOR SWEAR WALL AI3OVE EDGE NAIL% PER SCHEDU.E2 FOR SHEAR WALL ABOVE INTO EACH FLANGE OF TJI JST TOP AND WT. FLANGES (Ttr --- RIM JOIST; NAIL Kra, To Rrl JSi i2d NALS PER114E EDGE NAILING SPACING FOR SHEAR ukaLL ADV. OR *LOU UNICHEVERHAS THE CLOSEST NAIL OR SIMILAR ARE NOT REa ISERE PLYUD. 15 LAPPED OVER RIM JOIST. PER PLAN INTO EACH FLANGE OF TJ1 JOT TOP AND 130T. FLANGES (TYp) EDGE NAIL% PER SCHEDULE FOR SWEAR WALL I3ELOW TOP PLATES . WALL SHEATI4NG SHALL IBE LAPPED OVER RIM JOIST OR FRAmiN4 ANc.44oR 15 REQ. 3/411 T NoRizoNT so7tFRAllioraLLAANTEN: Tor FLANGE / / °F/1/7_--FI-FYillPFIRIEFLPLDANIANFArriG 14ED FOR SHEAR LKG INTO RIM Jet FLOOR JOIST PER PLAN NAIL INTO EA. FLANGE T. FLANGE INTO LATE BELOW. TOP P ATE NAILING PER SC.44E ULE relit SHEAR WALL CEL OR ACV. WHIG-EVER WAS T CLOSEST NAIL SPACING 1 STANDARD JOIST LAYOUT PER PLAN EDGE NAJI-14 EDGE NAILG • JOINT FLOOR JOIST PER FLAN ADD 04" LeL .JST LSL JST 5LIOG PER PLAN EDGE NAIL - SPACNO STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN ftiELD NAILS. -- CLOCKED EDGE NAILIG IN4 cur APPLIED FLOOR JOIST PER PLAN TOP PLATES WALL SHEATHING DIAri4ZACIFM to INTERIOR 61-1EARWALL FLoog JOISTS pARALLL To WALL A14“ OSS T: Oa IT dallikt ad NALS IllaaMa SIDE VIEW rER PLAN AT SHEARWALL TYP- UNLESS NOTED 0THERWISE ON FRAMING PLAN EDGE NAL% 3x10 CUT TO FIT AS SHOI114. TREAT ALL CUT SURFACE FINISHED GRADE cp co L WHERE TOP PLATE NEEDS TO BE INTERRUPTED VI PLYWD SUSFLOOR (21-10d NAILS - TOP PLATE To .- TOP PLATE L--------- ToP PLATE ToP PLATE TOP PLATE C4.7 — AD to H STANDARD ETTIID LAYOUT bpACINGT PER PLAN FIELD NAIL% FLooR JOIST PER PLAN TOP PLATE NAILING SWEAR WALL BELOW TOP PLATES TOP PLATE NAILING PER 814EAR WALL SCHEDULE WALL SHEATHING STUD FRAmiw PER PLAN SOLE PLATE HELP NAIL% PLYWID DIAPHRAGM PER PLAN ic FLOOR JOIST PER PLAN ANCHOR COLT w/ pLATE WASHER (SEE T-PAMIG PLAN) NAIL WITH (2./ 10c1 CONCRETE STET -LUAU EACH JOIST WALL SHEATHING SOLE PLATE NAIL% EDGE NAIL% PER SCHEDULE FOR SWEAR WALL ACOVE 13LKG • PANEL JOINT MAY SSE REQUIRED SEE FRAMING PLAN -- FLOOR JOIST PER PLAN DM. 110 SERIES "1" JOIST • SWEAR WALL Tyr. UNLESS NOTED NOTED OTHERWISE ON PLAN STANDARD JOUST LAYOUT SPACING PER PLAN AT HOLDDCUNS - STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN FLOOR JOIST PER FLAN FOR I3ALANCE OF SEE FRAMING • o co • Structural Details FLOOR JOISTS ?PARALLEL TO WALL in-IERE TOP PLATE NEEDS TO BEAM PER PLAN NOTCH TOP OF BEAM FOR TOP PLY OF DEL. TOP PLATE) KING sTup TO SEAM EA SIDE (3)- 2x& w/ (2) LAYER pLYwc0 BLIOG SIDE OF SEAM PEANI FRAMING, DETAIL 6 SEAM To wALL Asst. Tor OF DEAll FLUSH w/ TOP OF PLATE MILD UP POST w/ PLYWD ELK% 110 LSL RIM BOARD PER PLAN DIES.. TOP PLATE SEAM PER PLAN ( NOTCH TOP OF REAM FOR TOP PLY OF DEL. TOP PLATE) 3/4 0 cn 15317 65TH AVE S, TUKWILA WA PERMIT CENTER Revisions Ai CITY CORRECTIONS 2/21/2019 Ai — Drown Dote Sheet S3.2 .„,,, .„ or m DEL STUD -- FLOOR DiAPHRA.G-1 (4) 12S G DEL STUD WALL BHEATHIN4. 1 1' PER SCHEDULE I ' E • co O _..J Lod-�-- N ---E.-�10 ._ • z SOLE PLATE ILSTRAP PER PLAN FLOOR JOIST PER PLAN 4 (2) Ih" LSL FLK'a • HOLDDOUN Tor PLATES WALL SHEATHING PER SCHEDULE a • TOP PLATE 1 SOLE PLATE ARWALL — E PLAN \ / I I \ / I - / ARWALL ELIK / 'pap SCHE:DUL DEL 'CSL ELOCIIN\G TOP PLATE • • • • .• 0 0 N 0 BHEARWALL SEE PLAN F STANDARD JOIST LAYOUT SPACN4 4. ALL FRAMING HARDWARE TO PE INSTALLED PER MANUF. pact-TNTS CLEAR SPAN • 11 1/8° I -JOISTS EQUALS I'-5 1/8" CLEAR SPAN • 14" I -JOISTS EQUALS I'-1 I/4" 311 COILSTRAP e INTERIOR SHEAR WALL SHEARWALL PERPENDICULAR TO FLOOR JOISTS (LSL SLOCKINa) DEL STUD SOLE PLATE =Loon DIAPHRAGM FLOOR V018T MPAI FRAMING ANCHOR • S LOCATIONS 1 1 1 1 It WALL SHEATHING PER SCHEDULE - UEE PER PLAN GLGvATIo1V FLOOR DIAPHRAGM GOILSTRAp FEB PLAN STIFFENER • EACH P058IN4 JOIST DEL LSL BLOCKING Nett ALL FRAI-11NQ HARDWARE To BE INSTALLED PER MANUF- REQMNTS WEB STIFFENEI MPAI FRAMNG ANCHOR - • 8 LOCATI0NS ec� 311 COILSTRAP c INTERIOR WALL TO DIAPHRAGM cc,3l SHEARWALL PERPENDICULAR TO FLOOR JOISTS I I/21 • 11_09 I m m COILSTRA PLAN SOLE PLATE DBL STUD FLOOR -\ DIAPHRAGM' 2 12 COMMON NA S ACE PER SHE: L NAIL'G1 AEOVE n DSL STUD — - WALL SHEATHING PER SCHEDULE SOLE PLATE -CdILSTRAP - ER PLAN FL h JST PER HLAN 1 D0L I;" LSL J r'S TOP PLATES - WALL SHEATHING PER SCHEDULE STANDARD JOIST LAYOUr SPACNq • H 11 40 • j COILBTRAP 0I/ PER PLAN • a a • a e) SOLE PLATE E PLAN TOP PLATE TOP PLATE BFtARWALL - - - —� SEE PLAN ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REG1INT5 CLEAR SPAN • II '1/8° I -JOISTS EQUALS I'-5 1/8° CLEAR SPAN • 14" I -JOISTS EQUALS I'-1 1/4" 3`1 COILSTRAP a INTERIOR SWEAR WALL Gl-MVAT ION m ta 51-1EARWALL PARALLEL TO FLOOR JOISTS (DOU$LE L5L JOISTS UNDER 5HEAR WALL) I I/211 • ILO" RWALL - E PLAN R / 81fARWALL N x pLK'4 PER / 9\CNEDULE / WEB STIFFENER DEL FLOCKING • COILSTRAP STANDARD JOIST LAYOUT SpACPIGr • PER PLAN • GLGv,4T ION 1 1/2" • 11-01 DEI. STUD SOLE PLATE FLOOR DIAPHRAGM FLOOR JOIST 1 1 ItiSsa WALL SHEATHING PER SCHEDULE DOUBLE STUD FLOOR -\ D IAPHRACwt1 14° LSL TRIM,J R I'4'I L2L ISM JOIST FLOOR DIAPHIRA/4n COILSTRAP PER PLAN STANDARD JOIST LAYOUT • SPAC 'G • DEL LSL JOIST PER PLAN U POUBLE STUD Nfl AC, FRA'-'ING HARDWARE TO FE INSTALLED PER MANUF. REQMNTS e i6311 CO(LSTR)4P • INTERIOR WALL TO DIAP 4 AGM WALL SIICATHINCT SOLE PLATE COILSTRAP PER PLAN FLOOR JOIST PER PLAN TOP PLATES WALL SHEATHING 1 n a a • .o TOP PLATE TOP LATE • • • a 0 '0 1- SHEARWALL — �� SEE PLAN 0 ✓1 ALL FRAMING HARDWARE To BE INSTALLED PER MANUF. REQt•NTS CLEAR SPAN • II 1/8° I-JOI8T5 EQUALS 1'-5 1/8" CLEAR SPAN • 14" I -JOISTS EQUALS 1'-1 1/4" 3" COILSTRAP • GxTGRIoR SHEAR WALL SHEARWALL PERPENDICULAR TO FLOOR JOISTS n SOLE PLATE IDOL JOIST • CHCARWALL GLGv"aTION SHEARWALL PARALLEL To FLooR JOISTS I I/2" • 11-01I D19-0361 GLGvIAT1ON 11/211 • 11-01I RE C.':E0 CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER • W o CO 00 co wNCO I Q '- N a0 Q co ' LU u • • STRUCTURAL DETAILS 15317 65TH AVE S, TUKWILA WA ' Malal•na ' CITY CORRECTIONS 2/21/2019 Drawn Checked ✓5' I Date ;A\UAQY 1 2OIQ Sheet S3.3 Job ROOF DIAPHRAGM BOUNDARY NAIL 12 PER PLAN 2x10 BLK" NON STRUCTURAL PANEL • EAVE FILLER PANE EDGE NAIL WALL SHEATHING STUD FRAMING PER FLAN r- MANUFACTURED ROOF TRUSS PER PLAN FRAMING ANCHOR PER SHEARWALL SCHEDULE FOR SHEARWALL BELOW 1 HURRICANE CLIP • EA. TRUSS e, 1 Si-IEARU.J 4LL to Reap TRues AesY 3" ROOF TRUSS PERPENDICULAR TO WALL N 1 1/2" = 11-0" - ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE BOUNDARY NAIL% • 3 TRUSSES - MANUFA• TRUE' 2x4 BLK% • I 16" on. -•• A RED -•• TO PLAT " HDIR ER 1 :RinA EDGE WALL NAIL"• SHEARWALL 1 SHEATHING .. �r1 1 I- • -- STUD FRAMING FRAMING 8 A.LL `I� .4 QSI-iEARLUALL To TRUSS CONNECTION `3- TRUSS FRAMING PARALLEL TO SHEARWALL ROOF DIAPHRAGM -\ 12 � 10 EDGE NAIL% ROOF DIAPHRAGM NCN STRUCTURAL PANEL • E • VE 2x6 BLOCKING EDGE NAIL" • 5HEARUALL WALL SHEATNMG — bin S SHEAPWAI L SCHEDULE FOR SPECIFIC NAIL(' AND FRAMING ANCHOR REQUIREMENTS SEE ROOF DIAPHRAGM SCHEDULE FOR NAIL" REQUIREMENTS ALL FRAMING HARDWARE TO ISE INSTALLED PER MANUFACTURER'S REQUIREMENTS 2x12 RAFTER •24"oc 3/4" • 11_011 ARWALL Ix CLEAT 2x4 FURRING HURRICANE CLIP • EA. RAFTER(2) 2x4 Fos 3k" CROWN MOLDING (TOP OF 2x4'. TO ALIGN w/ DOUBLE TOP PLATE) TOP PLATES 3. STUD FRAMING PER PLAN SHEARuJALL * RAFTER Asst RAFTER PERPENDICULAR TO WALL BOUNDARY NAIL" • ROOF DIApWRAGI"I ROOF DIAPHRAGM 2x12 LEDGER -- WALL SHEATHING — 1 I/2" • II-0" - EXISTING 2x STUDS • I6" O.C. !VERIFY) ROOF DIAPIRAGM EDGE NAIL" •�\ RooF DIAPHRAGM 2x4 BLOCKING NON STRUCTURAL - PANEL • EAR NON STRUCTU FIL EDGE NAIL% • SHEARWALL WALL SHEATHING Q 0 O r MANUFACTURED ROOF TRUSS PER PLAN ROOF TO PLATE FRAMING ANCHOR PER SHEARWALL LE 4 SIMp5ON H-1 HURRICANE CLIP • EACH TRUSS TOP PLATES STUD FRAMING PER PLAN SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL" AND FRAMING ANCHOR REQUIREMENTS SEE ROOF DIAPHRAGM SCHEDULE FOR NAIL% REQUIREMENTS ALL FRAMING HARDWARE TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS SI-SighfzlIls14LL • ROOF TRUSS ASS ROOF TRUSS PERPENDICULAR To WALL I I/2" • I'-0" CONTINUOUS 2x PLATE (2x12 MAX) TOP PLATE NAIL% - EDGE NAIL% • SHEARWALL WALL SHEATHING ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE - TOP PLATE NAILING ER SWEARWALL INODULE NAIL% SAME AS ARWALL BELOW (USE Sd SHORTNAILS) e v MANUFACTURED ROOF TRUSSES WALL SHEATHING TO MATCH SHEARWALL BELOW EDGE NAIL" SAME: AS SHEARWALL BELOW IUsE Sd s4ORTNAILS) TOP PLATE NAIL% STUD FRAMING — PER PLAN SHEARWALL • orrscr TRuss TRUSS FRAMING PARALLEL TO 9HEARWALL 3/4" = 1'-0" ROOF DIAPHRAGM TOP PLATE NAIL" EDGE NAIL SAME AS SHEARUTAI L BELOW NAIL TO EACH EACH STUD W/ (4) I6d NAILS EDGE NAIL" AS SHEA 13E1- Im LOWER ROOF TO UPPER WJALL 11/2" • II_0" EDGE NAIL% • SHEARWALL WALL SHEATHING SHEARWALL BELOW (SLK'G TO SHEARWALL NOT SHOW) - TRUSS BLK" PANEL WALL SHEATHING TO MATCH SHEARWALL BELOW - EDGE NAIL" SAME AS sHEARWALL BELOW SECTION MPAI FRAMING ANCHOR TOP OF TRUSS TO TOP OF BLK" PANEL EA.4SIDE TRUSS BLOCKING PANEL EDGE NAIL" 5 45 SHEARWALL BE WALL SHEATHING TO MATCH SHEARWALL BELOW TOP PLATE NAIL" 2x BLOCKING TOP PLATE NAIL" ELK" TO PLATE 2x BLK" BEYOND - - STUD PPLANER PLAN NOTE: SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL% REQUIREMENTS OSEE ROOF DIAPHRAGM SCHEDULE FOR NAIL" REQUIREMENTS 8 ROOF DIAPHRAGM ROOF DIAPHRAGM 6.'SNDARY • IL" ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY NAIL% GIRDER TRUSS - VALLEY T WSE. MANUFACTURED ROOF TRUSS PER PLAN 2x SOLID BLOCKING w/ (2)-I6d • 12" oz. ROOF DIAPHRAGM BOUNDARY NAILING EDGE NAIL" • SHEARWALL WALL SHEATHING ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY NAIL" 2x4 NAILR w/ I6d • 6" o.c 2x4 FLAT BLK% • PANEL EDGES 3/4"$4. STUD WALL PER PLAN -- GIRDER TRUSS MANUFACTURED ROOF TRUSS PER PLAN 2x SOLID BLOCKING • 12" oc. ROOF DIAPHRAGM BOUNDARY NAIL% DIAPHRAGM SHEATHING 21 TRUSS TilfRitife CONNECTION e133- 5I-IEAieWALL s ROOF TRuse Asset 3."9r 6ROOF OVERFRAME 1 1/2" • 11-0" t ‘i.39 GIRDER TRUSS PARALLEL TO SWEAR WALL I la" • II-0" ROOF TRUSS 2x4 NAIL'R FULL LENGTH OF 5HE4RI11ALL dil Val .7will! EDGE NAIL" PE SHEARWALL SCHEDULE INSET META If. BOUNDARY NAIL% -� - TOP PLATE NAIL% FOR SHEARWALL BELOW Sj PLYWD 1 171'1 r'• EDGE • IL. SHEARWALL WALL SHEATHING PER PLAN ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE BOUNDARY NAIL'4 • PLYWO JOINTS NAIL'R • EA. SIDE PLY TOP PLATE NAIL% STUD FRAMING =ER PLAN e6 Si-IEA{RuJALL C OPEN TRUSS PAr 7 3' TRUSS FRAMING PARALLEL TO SHEARWALL ROOF DIAPHRAGM TOP PLATE NAIL% 1 BLOCKING PANEL (2x) - DESIGNED BY TRUSS MANUFACTURER PLYWOOD SHEAR PANEL APPLIED OVER FIELD BUILT 2x NFILLS - SEE B-B FORR HT- 6'-6" OR GREATER ®ELEVATION SHEATHING NOT S-OUN FOR CLARITY SHEARWALL • ROOF TRUSS AGGEMISLY TRUSS FRAMING PERPENDICULAR To WALL EDGE NAIL% PER SHEARWALL SCHEDULE FULL VENTED BLKING W/ SCREEN 2x4 BLOCKING -�� W./SCREEN NON STRUCTURAL--` . PANEL • EAVE ,�%• 3/4" = MANUFACTURED ROOF TRuss PER PLAN ROOF DIAPHRAGM EDGE BOUNDARY NAILING ROOF SHEATHING 2x CONT. SHAPED BLKG. w/ (2)-I6d • 3" oz. Ibd • 3" oc. IN-, RAFTERS PER PLAN � I 2x BLOCKING J` LOWER ROOF SHEATHING �J �I ROOF SHEATi-IINCi oVE{zLAP I v 37 6 ROOF OVERFRAME ROOF TRUSSES OR RAFTRS • 24" O/C PER FLAN . SEE PLAN 12 FOR SLOPE y ROOF To PLATE FRAMING ANCHOR PER SHEARWALL SCHEDULE - ROOF BOUNDRY NAILING NON STRUCNRAL FILLER EDGE NAIL" • SHEARWALL WALL SHEATHING �SINEARWALL SCHEDULE FOR SPECIFIC NAIL% AND FRAMING ANCHOR REQUIREMENTS SEE RooP AND FLOOR DIAPHRAGM SCHEDULES FOR SPECIFIC NAIL" REQUIREMENTS ALL FRAMING HARDWARE TO BE INSTALLED PER MANUFACTURERS REQUIREMENTS u_ 3/4" • 11-0" OF PLATE NAILING PER SPEAR WALL SCHEDULE EVERY oTI-IER Op pLATES PER PLAN la" ROOF DIAPHRAGM 2x4 131-KG BETWEEN TRUSSES 2x6 BEVEL CUT LEDGER tUALL SHEATHING SOLE PLATE NAILG - PER SPEARWALL SCNIEDULE EDGE NAILG PER SHEARLIALL SCHEDULE Bour.uppy NAIL RooF NAILIO 2 2 FLOOR DIApARAGM LSL RIM BOARD UNLESS ----- NOTED OTHERWISE ON PLAN FLOOR DIAPHRAM EDGE, NAIL" PER BOUNDRY NAILING suEa4WALL ¶-SEE PLAN FOR SCHEDULE SCHEDULE MAX TOP PLATE NAILING PER SHEAR WALL SCHED. FOR 64-1EAR WALL ESELOW 1/16 06B- PLYUIo0D TRUSS HANGER TO BE PROVIDED BY TRI PA MANUFACTURER r FIELD NAIL ROOF DIARI-1. SECTION FLAT TO BOT. CHORD op ENO TRUSS AND lifacl NAILS EDGE TO 2x4 FLAT FOR THE FULL LENGTH 2x4 OUTLOCKERS FASCIA - SEE AR.o4. DRAWINGS EDGE NAILINIO WALL 51-lEATI4IN TO EDGE NAILING STUD FRAMING PER PLAN WALL SHEATHING TRUSS FRAMING PARALLEL 2x4 BLK'G BETWEEN SUDS 2x6 BLK" BETWEEN STUDS r 5ND FRAMING WALL PER PLAN -SOLE PLATE A L5L RIM SLICING PLYWID DIAPHRAGM FER PLAN FIELD NAIIJG T BLOCKED EDGE NAILG PANEL PER PLAN PER PLAN FLooR JOIST PER PLAN D19-0361 3/4" • 1'-0'I `" ei 2 nEOF!;, ED CITY OF 'i UKWILA NOV 1 3 2019 PERMIT CENTER cot- co co Lij N CO ci cc 120 0 re CO LO LLJj Ll- 0 0 0 4-0 0 3/4 Lil 0 ic( 15317 65TH AVE S, TUKWILA WA ACITY CORRECTIONS Drown Dote Sheet S3.4 Job i 2 SSWAB -- SHEAR REINFORCEMENT PER 4/SSW1 WHEN REQUIRED. c Jir 1/2 W W SLAB ON GRADE FOUNDATION 3"� 1 de! 3" CLR. MIN. REGISTERED DESIGN PROFESSIONAL'. IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SSWAB 1/2W 1/2W W INTERIOR FOUNDATION NOTES: 1. SEE 2ISSW1 AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2. SEE 4/SSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3. MAXIMUM H = le - de. SEE 5/SSW1 AND 6/SSW1 FOR le. j 3"' l: HjI i_ j;.;(111!;',:c,:: .._414_--1•11. I fT del -- IL • 3"CLR. MIN T - 7,111�!lil! - SSWAB MINIMUM CURB/STEMWALL WIDTH PER 4/SSW1. SHEAR REINFORCEMENT PER4/SSW1 WHEN REQUIRED. 1/2 W W 1/2 W CURB OR STEMWALL FOUNDATION 1/2 W W SSWAB - - MINIMUM CURB/STEMWALL WIDTH PER 4/SSW1. 1/2 W SHEAR REINFORCEMENT PER 4/SSW1 WHEN REQUIRED. 11 BRICK LEDGE FOUNDATION STEEL STRONG -WALL ANCHORAGE - TYPICAL SECTIONS SIMPSON STEEL - STRONG -WALL 1W W i 1W 2 W _2 SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY W z1 SSWAB D19-0361 SEE TABLES BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DESIGN CONCRETE CRITERIA CONDITION SEISMIC WIND SSWAB 3/4" ANCHOR BOLT • SSWAB 1" ANCHOR BOLT ANCHOR • • ASO--_.._... _._...-.._.__de.. _._ - ASO w STRENGTH ' ALLOWABLE ' On) (In) ALLOWABLE (in) ' 1 UPLIFT (Ibs) 1 UPLIFT (Ibs) STANDARD CRACKED - HIGH STRENGTH UNCRACKED CRACKED UNCRACKED STANDARD HIGH STRENGTH STANDARD HIGH STRENGTH STANDARD HIGH STRENGTH 8,800 •22 9,600 24 18,500 36 19,900 38 8 8 12 13 8,800 19 7 9,600 .._ _. 21 7 : 18,300 31 11 16,100 33 17,100 35 33,000 51 35,300 54 15,700 26 17,100 30 32,300 19,900 33 11 35,300 I 47 16 5,100 14 .1..-- 6 6,200 j 16 7,400 18 ! 6 11,400 24 8 9,600 22 8 17,100 I 32 1 11 11,400 24 8 21,100 1 361 12 13,600 27 9 27,300 42 14 15,900 30 10 31,800 46 I 11 19,900 j 35 12 36,300 50 1 17 5,000 12 6 6400 1- 14 ~ 6 7,800 ' 16 6 8 9,600 19 1 7 17,100 28 1 10 12,500 22 8 21,900 _ 32 • _ _11 _ 14,300 24 8 26,400 ' 36 12 17,000 j 27 9 31,500 40 14 19,900 j 30 , 10 de (in) 11 12 17 18 10 10 15 6 12,500 22 35,300 43 I 15 NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1/SSW1 FOR de. DESIGN CONCRETE CRITERIA I CONDITION SEISMIC WIND CRACKED STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 3500 PSI CONCRETE • ISSWAB 3/4" ANCHOR BOLT ANCHOR i ASO I W de STRENGTH ALLOWABLE I (in) I UPLIFT (Ibs) i (in) STANDARD L.._9,00020 I.. 9,600 21 - - 1-1-8,200 32 HIGH STRENGTH I. STANDARD UNCRACKED HIGH STRENGTH CRACKED STANDARD 7 SSWAB 1" ANCHOR BOLT ASO W de ALLOWABLE (in) (in) UPLIFT (Ibs) 15,700 29 10 7 11 17,100 31 i 11 33,000 46 1 16 16 19.900 34 8,800 17 9,600 19 18,600 I 28 19.900 30 6,000 j 14 7,300 I 16 9,600 20 12 35,300 6 15,700 7 17,100 10 32,600 10 35,300 6 7,300 16 13,500 17,100 24 8 29 1 10 HIGH STRENGTH UNCRACKED 11,800 22 8 22,700 1 13,500 r 17,000 28 19,900 32 I 6,000 12 STANDARD 1 7,500 • 14 j - - 9,600 17 6 17,100 25 9 8 10 11 6 27,400 32,300 35,300 34 12 38 1 13 42 1 14 45 15 7,500 14 6 6 12,800 20 7 HIGH STRENGTH 12,800 20 21,300 28 10 14,800 22 8 26,000 32 11 1 16,900 24 8 ' 31,300 36 12 j 1 19,900 27 ! 9 35,300 39 I 13 • DESIGN CONCRETE CRITERIA CONDITION SEISMIC I - WIND CRACKED STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR4500 PSI SSWAB 3/4" ANCHOR BOLT ANCHOR ASD .N de STRENGTH ALLOWABLE 1._ STANDARD HIGH STRENGTH UNCRACKED CRACKED STANDARD LUPLIFT (Ibs) 8,700 -----18 6 9,600 1 20 17,800 29 CONCRETE SSWAB ?ANCHOR BOLT ASD ALLOWABLE (in) 1 (n) UPLIFT (Ibs) (in) (in) 16,000 17,100 10 32,100 19.900 32 9,100 9,600 11 I 35,300 16 6 15,700 17 6 27 29 r 23 10 14 15 8 17,100 25 9 HIGH STRENGTH STANDARD 17,800 25 9 19,900 27 5,400 12 32,500 37 35,300 39 6,800 14 13 13 6 8,300 16 11,600 20 7 9,600 18 6 17,100 26 11,600 HIGH STRENGTH 13,400 17,300 UNCRACKED 9 20 7 21,400 30 22 8 25,800 34 26 9 31,000 38 19,900 29 10 35,300 42 STANDARD 6,800 12 6 6,800 12 8,500 14 6 12,400 18 9,600 16 6 17,100 23 HIGH STRENGTH 12,400 _ _18 6 21,600 26 14,500 PO 7 26,700 30 16,800 22 8 32,200 34 19,900 25 9 35,300 -k- 36 10 12 13 14 6 6 6 9 10 12 12 NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM FI554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. SEE 1/SSW1 AND 2/SSW1 FOR W AND de. SSWAB TENSION ANCHORAGE SCHEDULE 3500/4500 PSI L let N #3 HAIRPIN, GRADE 60 REBAR (MIN.) - FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. --- SSWAB HAIRPIN SHEAR REINFORCEMENT SSWAB #3 HAIRPIN (#3 TIE SIMILAR). iftA SEE TABLE FOR REQUIRED QUANTITY. i 112' CLR -� ►A HAIRPIN INSTALLATION (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) 3„ #3 TIE, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. SSWAB TIE SHEAR REINFORCEMENT SSWAB #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. 112' SPACING SECTION A -A MODEL SSW12 SSW15 L, OR Lh (In.) 9 12 SEISMIC3 SHEAR REINFORCEMENT STEEL STRONG -WALL SHEAR ANCHORAGE MIN. CURBI STEMWALL WIDTH (n.) (1)#3TIE 6 (2) #3 TIES ' SHEAR REINFORCEMENT NONE REQUIRED MIN. CURB / STEMWALL WIDTH (in.) WIND' ASD ALLOWABLE SHEAR LOAD V (Ibs.)s 6" MIN CURB /STEMWALL 8" MIN CURB / STEMWALL UNCRACKED _I CRACKED UNCRACKED _ CRACKED 1230 I 880 1440 6 NONE REQUIRED 1 SSWAB 14 (1)#3HAIRPIN SSW21 15 (2) #3 HAIRPIN SSW24 17 (2)#3HAIRPIN REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STEEL STRONG -WALL ANCHOR BOLT SHEAR ANCHORAGE 1-- 0 z w 3 DIAMETER • t-- A 1 36 HS -- LENGTH T HS ON HIGH -1 STRENGTH MODELS le !STEEL WALL WIDTH 1 jMODEL NO. DIAMETER] LENGTH I le - SSWAB3/4x24 3/4" L 24" 19" SSWAB3/4x24HS 3/4" 24" 19" 12" MODEL I SSWAB3/4x30 3/4" • 30"J 25 SSWA133/4x30HS 3/4" I 30" 1 25" • SSWAB3/4x36HS 3/4" 36" 31" SSWAB1x24 I 1" 24" 19" ' 115", 18", 21 AND SSWAB1x24HSI. 1" 24" 19 24" MODELS 1 SSWAB1x30 1" 30" 25" I 1 SSWAB1x30HS 1" , 30" 1 25" I I SSWAB1x36HS : 1" I 36" 31" ' HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS HEAVY HEX NUT PLATE WASHER -- HEAVY HEX NUT 3" f 1- z w le SSWHSRKT 1 24 e' HX ON EXTENSION KIT - TOP OF CONCRETE HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS 3/4" OR 1" HIGH STRENGTH ROD HIGH STRENGTH COUPLER NUT 85 (1)#3HAIRPIN 6 8s (1) #3 HAIRPIN 8s ! (1) #3 HAIRPIN 1590 1135 1810 6 • HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF THE STEEL STRONG -WALL PANEL 6 NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 AND ASSUME MINIMUM PF2,500 PSI CONCRETE. SEE DETAILS 1/SSW1 TO 3/SSW1 FOR TENSION ANCHORAGE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. 5. MINIMUM CURB/STEMWALL WIDTH IS 6" WHEN STANDARD STRENGTH SSWAB IS USED. 6. USE (1) #3 TIE FOR SSW12 AND SSW15 WHEN THE STEEL STRONG -WALL PANEL DESIGN SHEAR FORCE EXCEEDS THE TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 7. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-14 SECTION 17.7.2 AND ACI 318-11 D.8.2. SSWHSR AND SSWAB ASSEMBLY ASSEMBLY le = SSWAB le +SSWHSR 1e+3" ; I TOTAL SSW WIDTH MODEL NO. ;DIAMETER LENGTH 12" MODEL SSWHSR3/4-2KT ! 3/4" 24"1 21" SSWHSR3/4-3KT I 3/4" j 36" • 33" ! 115", 18", 21 AND SSWHSRI-2KT IE. 1" 1 24" , 21" : , 24" MODELS SSWHSRI-3KT 1" ! 36" 1 33" TOP OF CONCRETE SSWHSR CUT TO LENGTH AS NECESSARY HIGH STRENGTH COUPLER NUT SSWAB le SSWT EXTERIOR INSTALLATION (2) 3/4" SSWAB for SSW12 (2) 1" SSWAB for SSW15, SSW18, SSW21, SSW24 SSWT INTERIOR INSTALLATION - (2) 3/4" SSWAB for SSW12 (2)1" SSWAB for SSW15, SSW18, SSW21, SSW24 SSWTPF PANEL FORM INSTALLATION TOP OF CONCRETE (2) 3/4" SSWAB for SSW12 (2) 1" SSWAB for SSW15, SSW18, SSW21, SSW24 PM 1_ 24%v_t: SSWTBL BRICK LEDGE INSTALLATION i ICH - (2) 3/4" SSWAB for SSW12 2x2 Ik- (2)1" SSWAB for SSW15, SSW18, SSW21, SSW24 T FIE0E: Eo CITY or TUKWILA NOV 1 3 2019 PER€11IT CENTER 4 1 z co zi O O rn rn • >; w w: CC CC O co LJ 2015 IBC REVISIONS 1 LLJ .45 GO GO 0 cn Z N 5 ck r 4 N Z 1 ♦ r Q 2 cn Z W W 0 0 OWo W Cn Z_ U C9 min Z W w C W !NE A ,, v♦ o. 0 SSW1 `SSWAB TENSION ANCHORAGE SCHEDULE 2500 PSI 2 SSW ANCHOR BOLTS 5 SSW ANCHOR BOLT EXTENSION 6 SSW ANCHOR BOLT TEMPLATES J W • STEEL STRONG -WALL MODELS VV STD. WALL -STK WALL mom. I MODEL 1V0. NO. SS4'12t7 L:'�.-===------/ i Ali LSSWSSx7 1 SSW244 L SSW18x7 - 1 SSW21x7 4- 1 SSW24x7 SSW12x7.4 I SSW15x7.4- SSW18x7.4 , SSW24 u SSW2! SSW2! E. SSYS18 SSW18 J SSW15 1I SSW15 -' SSW12 WALL PROFILES TABLE NOTES: 1. SDS3/4" x 314" SCREWS PROVIDED WTH WALL. 2. SEE SHEET SSW' FOR ANCHORAGE SOLUTIONS. HOLDOWN QTY. OF H (in) T (In) ANCHOR TOP OF WALL DOLTS2 SCREWS' $SW21x7.4 SSW24x7.4 80 31/2 (2) 3/4" 60 t 3 1/2 fl(2) 1" B0 31/2 (2) 1" 80 • 31/2 L (2) 1" 80 • 31/2 1 (2)1" 851/2 31/2 (2)1" SSW12x8 SSW! SSW18 r SSW21x8 SSW24x8 4 6 9 12 14 9 -- - 931/4 31/2 (2)3/4" 5x8 SSW15x8-STK 1 931/4 3 1/2 (2) 1" x8 SSW18x8-STK 931/4 3 1/2 (2) 1" 851/2 31/2 (2) 3/4" 851/2 31/2 (2) 1" 851/2 3 1/2 (2) 1" 851/2 3 1/2 (2) 1" 12 14_4 4 6 1 SSW12x9 r SSW SSW18x9 SSW21x9 SSW24x9 SSW12x10 SSW21x8-STK 931/4 31/2 (2) 1" SSW24x8-STK 931/4 31/2 (2)1" 1051/4 31/2 1 (2) 3/4" 15x9 SSW15x9-STK 1051/4 1 3 1/2 I (2) 1" SSW18x9-STK 1 1051/4, 3 V2 ' (2) 1"...,...__..-. 9 SSW21x9STK 1 105 1/4 3 1/2 (2) 1" SSW24x9-STK 105 1/4 31/2 9 12 (2)1" -- 1171/4 31/2 (2) 3/4" SSW15x10 SSW15x10STK F-1171/4 31/2 I SSW21x10 I SSW24X10 SSW15x11 SSW18x11 SSW21x11 SSW24x11 SSW15x12 SSW18x12 SSW21x12 1 SSW24x12 SSW18x13 SSW21x13 SSW24x13 (2)1" SSW18x10 SSW18x10STK 117 1/4 3 1/2 (2) 1" SSW21x10STK 1171/4 T 31/2 STEEL STRONG -WALL MODELS RIM JOIST, BEAM, - OR BLOCKING IF APPLICABLE 1/4" HOLES TO ATTACH OPTIONAL BLOCKING OR FRAMING PRE -ATTACHED WOOD STUDS HOLES PREDRILLED IN - STUDS FOR WIRING. ADDITIONAL 1-1/8" DIAMETER••• HOLES MAY BE DRILLED THRU WOOD STUDS AT ANY HOLE LOCATION MATCHING AN OBROUND HOLE IN STEEL PANEL FLANGE. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. (2) 1" SSW24x10STK 1 1171/4 31/2 ; (2)1" SSW15x11-STK 129 1/4 5 1/2 (2) 1" 12 14 4 6 • 9 12 14 6 SSW16x11STK_i 1291/4 51/2 (2)1" 9 SSW21x11STK J 1291/4 51/2 (2)1" 12._ SSW24x11S1TK 1291/4 • 51/2 (2) 1" .. 14,.,.,,_._ SSW15x12-STK T 141 1/4 5 1/2 (2)1" 6 SSW18x12STK, 1. 141 1/4 5 1/2 . (2) 1" 9 SSW21x12STK 141 1/4 5 1/2 ' • (2) 1" SSW24x12-STK 1 141 1/4 5 1/2 (2) 1" SSW18x13STK j 1531/4 51/2 (2)1" SSW21x13STK: 153 1/4 51/2 (2)1" SSW24x13STK 1 153 1/4 • 51/2 : (2) 1" TOP PLATE a ---18" MAXIMUM WOOD SHIM WITH SDS 14' x 312' SCREWS. FOR SHIMS GREATER THAN 78", SEE 5 SSW2 ---ATTACH TOP OF WALL TO TOP PLATES WTH SDS''%" x 3%" SCREWS (PROVIDED) • STEEL PANEL OPTIONAL PILOT HOLE SINGLE -STORY SSW ON CONCRETE GARAGE HEADER 2 OR 5 SSW2 SSW2 ALTERNATE ROUGH OPENING HEIGHT MODEL No. SSW12x7 SSW15x7 S5W18x7 SSW21x7 SSW24x7 SSW12x8 SSW15x8 SSW18x8 H CURB 512' 6" ROUGH OPENING HEIGHT .7•_ 1'2• 8, - 234, SSW21x8 6" ! 8'-314" SSW24x8 1. THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL FOR THE ROUGH HEADER OPENING AT GARAGE RETURN WALLS. 2. SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL. 3. FURRING ON UNDERSIDE OF GARAGE HEADER MAY BE NECESSARY FOR LESSER ROUGH OPENING HEIGHTS. 51z" REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SSW2 PREFABRICATED HOLES IN STEEL PANEL. (VARY WITH EACH MODEL) ADDITIONAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED. ELECTRICAL BUSHINGS AT ALL ROUND MECHANICAL HOLES. 4 OR 7 SSW2 SSW2 ALTERNATE ROUGH OPENING HEIGHT POST & POST ' BASE DETAIL BY OTHERS GARAGE WALL OPTION 1 NOTE; 7-FT. HIGH STEEL STRONG -WALL MODELS ARE 80", 2" TALLER THAN 7-FT. HIGH WOOD STRONG -WALL SHEARWALLS ALTERNATE GARAGE WALL OPTIONS H CURB _ SHEAR TRANSFER DESIGN & DETAILS BY OTHERS 12 14 9 12 318' MIN WIDTH HEADER BY OTHERS. FOR MULTI -PLY HEADER REQUIREMENTS 11 SSW2 SEE SHEET SSW4 FOR GARAGE PORTAL SYSTEM WHEN SSWP-KT IS SPECIFIED SSW2 GARAGE WALL OPTION 2 FOR GARAGE WALL OPTION 2 REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR. 11. SHEAR TRANSFER 12. OUT OF PLANE LOADING EFFECT ' 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT. • PLACE SSW PANEL OVER • THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 114" WRENCH i SOCKET FOR 3/4" NUT USE 148' WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. 1 4 _ SEE SWI TO SSWI FOR ANCHORAGE SOLUTIONS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG -WALL ON CONCRETE • 2x FLAT SHIM BLOCK LTP4 SPACING BY OTHERS j ATTACH WTH SDS14" x 412' I ! i SCREWS TO SHIM BLOCK i 1 INSTEAD OF SDS14" x 312' ' I SCREWS PROVIDED. •I II .:• )1 (il 11I I ADJACENT FRAMING l!) 1 , �- BY OTHERS 1, 2x FLAT SHIM BLOCK 4x SHAPED SHIM BLOCK (12" MAX. DEPTH AT TALL END) LTP4 SPACING BY OTHERS ATTACH SDS SCREWS TO SHIM BLOCK l� ADJACENT FRAMING BY OTHERS RAKE WALL. 4 FOR 8" TO 17' BLOCK DEPTHS: SIMPSON CS16 STRAPS REQUIRED WITH tOdx11/2 NAILS (0.148" x 1.5') SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO tO": 8 NAILS INTO BLOCK 8INTO SSW NAILER STUD SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": 10 NAILS INTO BLOCK 10 INTO SSW NAILER STUD i > [ 4x SHIM BLOCK • ATTACH SDS SCREWS TO SHIM BLOCK 4x SHIM BLOCK CRIPPLE SHEAR WALL. BLOCKING AND STRAP • BY OTHERS ATTACH SDS SCREWS TO BLOCKING +- 4- ADJACENT FRAMING BY OTHERS 11 CRIPPLE WALL I REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR:' I. 1. SHEAR TRANSFER REGISTERED DESIGN PROFESSIONAL • 2. OUT OF PLANE LOADING EFFECT IS PERMITTED TO MODIFY DETAILS 3. INCREASED OVERTURNING AND DRIFT FOR SPECIFIC CONDITIONS. ' DUE TO ADDITIONAL HEIGHT. - - - - TOP OF WALL HEIGHT ADJUSTMENTS 1 2 OR 5 SSW2 SSW2 ALTERNATE 9 SSW2 SSW-STK OPTION (FACTORY INSTALLED) I i FIRST STORY WALL: -1 I 1 ADD -STK TO MODEL • NAME. EXAMPLE: SSW21x9-STK 4 OR 7 Ift SSW2 SSW2 ALTERNATE I II TWO-STORY STACKED STANDARD STEEL STRONG -WALL AT 2nd FLOOR -- - (ORDER TWO-STORY 'STACKED WALL !CONNECTOR KIT !SEPARATELY. 1MODELSSW=2KT. EXAMPLE: SSW21-2KT PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 114" WRENCH / SOCKET FOR 3/4" NUT USE 168" WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. STEEL STRONG -WALL r -FRAMING BY OTHERS, • TYPICAL r- NAILING / BY OTHERS SECTION 1 4 SEE SSWI TO SSWI FOR ANCHORAGE SOLUTIONS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ALTERNATE 1ST FLOOR WOOD FRAMING 2nd STORY STEEL STRONG -WALL SHEAR TRANSFER PLATE AND #14 SELF -DRILLING SCREWS (PROVIDED WTH SSW -2KT). 10d COMMON NAILS (NOT PROVIDED) RIM JOIST SHEAR TRANSFER BY OTHERS (SIMPSON LTP4 SHOWN FOR ILLUSTRATION) SDS 14" x 312' SCREWS _ (INCLUDED WTH WALL) FIRST STORY - STEEL STRONG -WALL -• JOIST HANGER (IF REQUIRED) REGISTERED DESIGN PROFESSIONAL' 1 IS PERMITTED TO MODIFY DETAILS 1 FOR SPECIFIC CONDITIONS_ -- FLOOR SHEATHING 7 DRILL 2" DIAMETER x 1" DEEP HOLE OR NOTCH 2"x2"xi" DEEP MAX. IN SHEATHING & RIM JOIST. SET LOWER NUT FLUSH WITH TOP OF SHEATHING. SSW SASE PLATE SHALL SIT FLUSH & LEVEL ON NUTS. COUPLER NUT -- AND THREADED RODS (INCLUDED WITH SSW -1KT) SEE SHEET SSW1 FOR ANCHORAGE SOLUTIONS. INTERIOR ELEVATION #14 SCREWS TO -I PANEL (PROVIDED ; WITH SSW -1KT) SOLID BLOCKING BELOW 10d COMMONS --- STEEL STRONG -WALL TO FRAMING BETWEEN FLOOR FRAMING (NOT PROVIDED) PERPENDICULAR FLOOR FRAMING SPACED AT 2'-0" OC MAXIMUM. WHERE FRAMING IS PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6" OF EACH END OF STEEL STRONG -WALL. BLOCKING DEPTH SHALL MATCH FLOOR FRAMING DEPTH. 5 TWO-STORY STACKED FLOOR SECTION I i REGISTERED DESIGN PROFESSIONAL'' 1- IS PERMITTED TO MODIFY DETAILS 1 FOR SPECIFIC CONDITIONS. j DRILL 2" DIAMETER x 1" DEEP HOLE OR NOTCH 2"x2"x1" DEEP MAX. IN SHEATHING & RIM JOIST. SET LOWER NUT FLUSH WITH TOP OF SHEATHING. SSW BASE PLATE SHALL SIT FLUSH & LEVEL ON NUTS. ROD LENGTH 1" DIAMETER ---- THREADED RODS (PROVIDED WTH SSW 2KT) FOR SHIMS GREATER - THAN 7/8" SEE SSW2 MAXIMUM UPPER PANEL SHEAR ROD LENGTH REDUCTION FACTOR 18INCHES• 21 INCHES 0.94 ROD LENGTH IS TOTAL OF FLOOR JOIST DEPTH PLUS TOP PLATES PLUS SHIM THICKNESS. PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1 1/4' WRENCH/SOCKET FOR 3/4' NUT 1 5/8" WRENCH/SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. -- SIMPSON A34 EACH SIDE ) SHEAR TRANSFER PLATE. (PROVIDED WITH SSW -1KT) EXTERIOR ELEVATION - RIM JOIST SOLID BLOCKING BELOW STEEL STRONG -WALL WOOD FIRST -FLOOR WALL CONNECTION KIT WALL WIDTH CONTENTS (in) 12 SSW12-1K1 tAGH ICI' CUNIAIN5: (1) SHEAR TRANSFER PLATE (with #14 SCREWS) (2) 3/4"x18" or 1"x 18" THREADED RODS (ASTM A36) 21 SSW21.1KT (2) COUPLER NUTS (2) HEAVY HEX NUTS INSTALLATION INSTRUCTIONS MODEL NO. SSW15-1KT 5 18 'SSW18-1KT 24 SSW24-1KT ORDER FIRST FLOOR CONNECTOR KIT SEPARATELY. MODEL SSW -1KT. EXAMPLE: SSW21-1KT SHEAR TRANSFER BY OTHERS (LTP4 SHOWN) FIRST FLOOR AT WOOD FRAMING NOTES: 1. USE WOOD FIRST -FLOOR ALLOWABLE LOAD TABLES FROM THE STRONG -WALL CATALOG FOR THIS INSTALLATION. 2. USE ALTERNATE DETAIL- •TOACHIEVE MAXIMUM ON -CONCRETE W2 ALLOWABLE LOADS. 3. FOR TWO-STORY STACKED STEEL STRONG -WALLS WITH WOOD 7 FIRST FLOOR, USE ALTERNATE DETAIL`K . STEEL STRONG -WALL - - BLOCKING BELOW SSW 1 JOIST HANGER I (IF REQUIRED) -FLOOR FRAMING AT 2'-0" OC MAX. WHERE FRAMING IS PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6" OF EACH END OF SSW. BLOCKING DEPTH SHALL MATCH FLOOR FRAMING. SECTION 4. REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR SHEAR TRANSFER FROM RIM JOIST TO SILL PLATE AND SILL PLATE TO FOUNDATION. 8 FIRST FLOOR AT WOOD FRAMING PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1 5/8" WRENCH/SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SIMPSON A34 EACH SIDE SOLID BLOCKING BELOW STEEL STRONG -WALL --- DRILL 1 1/16" MAX DIAMETER HOLE IN DOUBLE TOP PLATE FOR RODS INTERIOR ELEVATION SHEAR TRANSFER PLATE AND #14 SELF -DRILLING SCREWS (PROVIDED WTH SSW -2KT) SHEAR TRANSFER - BY OTHERS (LTP4 SHOWN) REGISTERED DESIGN PROFESSIONAL' IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. TWO-STORY STACKED WALL CONNECTION KIT WALL WIDTH (in) 15 ,SSW15-2KT 18 i SSW18-2KT 21 I SSW2!-2KT 24 SSW24-2KT MODEL NO. 10d COMMON NAILS (NOT INCLUDED) CONTENTS EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE (with #14 SCREWS) (2) 1" x 48" THREADED RODS (ASTM A36) (6) HEAVY HEX NUTS INSTALLATION INSTRUCTIONS ATTACH TOP OF SSW TO TOP PLATES WITH SDS14" x 3'%" SCREWS (PROVIDED WITH SSW) HEAVY HEX NUTS TOP AND BOTTOM (PROVIDED WITH SSW -2KT). NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. EXTERIOR ELEVATION 6 TWO-STORY STACKED FLOOR FRAMING HEADER BY OTHERS. •-• 2 PLY 2x12 MIN WITH '2" SHEATHING BETWEEN PLYS OR 2 PLY 134"x1128" MIN. LVL (2 PLY LVL SHOWN) . NOTE: MULTI -PLY HEADERS MAY BE . USED WTH STEEL STRONG • WALL FOR WIND DESIGNS OR - - IN SEISMIC DESIGN CATEGORIES j:A-C(IBC&IRC)ONLY • r 1 REGISTERED DESIGN PROFESSIONAL. IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 10 16d COMMON NAILING. SEE SIDE VIEWS FOR SPACING. INSTALL SDS14"x312" SCREWS. SEE SIDE VIEWS FOR NUMBER & SPACING (SCREWS BY INSTALLER) 1 SDS'4"x3'2" SCREWS PROVIDED WITH WALL SSW SSW MULTI -PLY HEADER CROSS SECTION 4 - 1 1 1" MIN' TYP. '` STEEL STRONG -WALL (SSW18 SHOWN) SIDE VIEW SSW WITH MULTI -PLY HEADER MULTI -PLY HEADERS ul REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL SDS 1/4"x3 1/2" SCREWS HORIZONTALLY THROUGH LVL OR 2 x LUMBER HEADER PLYS. 4 SCREWS TOTAL FOR SSW12, 6 SCREWS TOTAL FOR SSW15, SSW18, SSW21 AND SSW24. 2 SDS 1/4"x3 1/2" SCREWS PROVIDED WTH WALL 3 FASTEN PLYS TOGETHER WITH 16d COMMON NAILS AT 16" O.C. ALONG EACH EDGE OF BEAM. 4 15/32" SHEATHING BETWEEN 2x HEADER PLYS SHALL MATCH HEADER DEPTH AND EXTEND FULL WIDTH OF SSW, MINIMUM. 4 -.-,jam 1, ..:r C'Y.,. t7 CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 11 1. STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY, INC." HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER. 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER. 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8. ALL HARDWARE CALLED OUT 1S SIMPSON STRONG -TIE. 9 NOTES Di 9-U361 12/ r cn a. 5 113 • 4 1 J O Q N W OLiz It O W W t g Z u W W IJJ imam 0 cn a. G VN • 2 i tT T - FULL HEIGHT STUDS (BY OTHERS) W2 S$ 1 SSW18 J 71 I. --! SSW15 BALLOON FRAME STEEL STRONG -WALL SHOWN WITH -FULL HEIGHT STUDS BY OTHERS STEEL STRONG -WALL BALLOON FRAMING NOMINAL WALL HEIGHT (FT) LOWER WALL MODEL NO. 15 1 SSW15X8-STK 16 I SSW15X8STK _ 17 SSW15X10-STK _ 18 SSWI5X10-STK 19 SSW15X10-STK SSW15x9 I 222 1/2 20 SSW15X10-STK : SSW15x10 f 234 1/2 18^ WALL MODELS 15 r SSW1BXSSTK SSW18x7 16 SSW18X8STK ; SSW18x8 17 SSW 16X10-STK SSW18x7 18 SSW16X10-STK SSW18x8 210 1/2 MODELS HOEDOWN UPPER WALNOL N (in T (In) ANCHOR _�.-- - ---- BOLTS 18^ WALL MODELS SSW15x7 173 1/4 1 3 1/2 (2) 1" SSW15x8 186 1/2 131/2 (2)1" SSW15x7 - 197 1!4 3 12 (2) 1" SSW15x8 ; 210 1/2 3 1/2 (2) 1" 3 1/2 (2) 1" 3 1/2 (2) 1„ QTY. OF TOP OF WALL SCREWS' 173 1/4 31/2 186 1/2 3 1/2 197 1/4 312 3 1/2 (2)1" (2) 1" (2) 1" (2) 1" 19 L SSW18x10-STK SSW18x9 222 1/2 20 I SSW1BX10-STK SSW18x10 234 1/2 21" WALL MODELS 15 I SSW21X8-STK SSW21x7 16 SSW21X8STK SSW21x8 17 SSW21X10STK SSW21x7 18 SSW21X10STK SSW21x8 19 SSW21x10-STK SSW21x9 312 31/2 (2) 1" (2)1" 6 6 J 6 1 6 6 9 H 9 9 9 173 1/4 3 1/2 (2) 1" 186 1/2 3 1/2 (2) 1" 11 197 1/4 31/2 t- (2)1" 210 1/2 31/2 (2) 1" 222 1/2 3 1/2 (2) 1" 12 12 12 20 SSW21X10STK SSW21x10 234 1/2 31/2 (2) 1" 24^ WALL MODELS 15 SSW24X8-STK SSW24x7 173 1/4 T 312 (2)1" SSW24X8-STK SSW24x8 14 166 12 3 12 ! (2) 1" 14 16 17 SSW24X10STK SSW24x7 197 1/4 3 12 (2) 1" 14 18 SSW24X10-STK SSW24x8 T 210 1/2 1 31/2; (2) 1" 4I 14 19 SSW24X10-STK SSW24x9 222 1/2 3 12 : (2) 1" r 14 20 SSW24X10-STK SSW24x10 L 234 1/2 312 ' (2) 1" I 14 1. SDSY:' x 3%" SCREWS PROVIDED WITH WALL. 2. SEE SSW1 FOR ANCHORAGE SOLUTIONS. 3. STACKED INSTALLATION REQUIRES MINIMUM DOUBLE 2x6 STUDS EACH SIDE OF STEEL STONG-WALL (PROVIDED BY INSTALLER). SEE DETAILS 4 & 5. SSW3 FULL HEIGHT STUDS (DESIGN BY OTHERS FOR OUT -OF -PLANE WND OR SEISMIC LOADING). 2-2x6 MINIMUM EACH SIDE WITH 10d NAILS AT 16" OC STUD TO SSW NAILER STUD AND STUD TO STUD. 5 SSW3 SSW-STK OPTION .---- (FACTORY INSTALLED) BOTTOM WALL: ADD -STK TO MODEL NAME. EXAMPLE: SSW24x8-STK REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECCIFIC CONDITIONS. 2 OR. 3 SSW3 SSW3 'ALTERNATE BALLOON FRAMING H 12 12 12 STANDARD STEEL STRONG -WALL AT TOP WALL FULL HEIGHT STUDS — DESIGN BY OTHERS PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAW HEX NUTS. (PROVIDED) USE 15$' WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. REGISTERED DESIGN PROFESSIONAL 1S PERMITTED TO MODIFY DETAILS ' FOR SPECCIFIC CONDITIONS. BALLOON FRAMING BASE PLATE CONNECTION PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WTH HEAVY HEX NUTS. (PROVIDED) USE 158' WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. L�— BLOCK SOLID 1 BELOW FULL HEIGHT STUDS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECCIFIC CONDITIONS. ELEVATION BALLOON FRAMING AT WOOD FLOOR TOP PLATE SHEAR CONNECTORS REQUIRED ON EACH SIDE OF BLOCK PER TABLE. — 10d COMMON NAILS SPACED AT 16" 0.C. STUD TO SSW NAILER STUD & STUD TO STUD. ELEVATION Wall TOTAL Model CONNECTORS 15"WALL 4 (2 each side) 18" WALL 4 (2 each side) 21" WALL 6 ,_. 6 (33 each ach Side) 24" WALL 6 (3 each side) r 4x or 6x SHIM BLOCK — FULL HEIGHT STUDS (DESIGN BY OTHERS) -- ATTACH TOP OF WALL TO BLOCK WITH SDS1/4" x 3%d' SCREWS (PROVIDED) BLOCK TO TOP PLATE SHEAR CONNECTORS LTP4 OR A35 LTP4 OR A35 LTP4 OR A35 LTP4 OR A35 NAILING BY OTHERS -- JOIST HANGER STEEL -- : (IF REQUIRED) STRONG -WALL FRAMING (BY OTHERS) FRAMING BY OTHERS, TYP. SECTION 1. STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY" SIMPSON STRONG -TIE COMPANY, INC" HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999-5099. FAX: (925) 847-1597 "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH 10 TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER. 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER. 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. 3 NOTES FOR 8" TO 12" BLOCK DEPTHS: CS16 STRAPS REQUIRED WITH 10d x 112" NAILS (0.148"x1.5") SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10": 8 NAILS INTO BLOCK 8 INT0 SSW NAILER STUD SHIM- BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": 10 NAILS INTO BLOCK 10 INTO SSW NAILER STUD SIMPSON LTP4 4x or 6x BLOCK -- (4x SHOWN) SIMPSON LTP4 AT 6x BLOCK SIMPSON A35 AT 4x BLOCK --- SDS 14" x 312" SCREWS (PROVIDED) SECTION REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECCIFIC CONDITIONS. BALLOON FRAMING TOP OF WALL CONNECTION FULL HEIGHT STUDS (DESIGN -- BY OTHERS FOR OUT -OF -PLANE WIND OR SEISMIC LOADING). 2-2x6 -r r-I--- MINIMUM EACH SIDE WTH 10d NAILS 3 ' AT 16" OC STUD TO SSW NAILER STUD I '" AND STUD TO STUD. AT TOP OF i 1• 4 rl WALL, SEE SSW3 1"0 ASTM A36 THREADED RODS. (PROVIDED WTH SSWBF-KT) REGISTERED DESIGN PROFESSIONAL j IS PERMITTED TO MODIFY DETAILS FOR SPECCIFIC CONDITIONS. PLACE SSW PANEL OVER THE THREADED RODS AND SECURE WTH HEAVY HEX NUTS (PROVIDED). USE 15B" WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SECURE THREADED RODS TO TUBE WITH HEAW HEX NUTS. (PROVIDED WITH SSWBF-KT) USE 15B" WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. 1 BALLOON FRAMING WALL TO WALL CONNECTION ,D19-0361 crix GF TUKWILA NOV 1 3 2019 r EEEJLT-C-ENTER, 7 J rn 0 0 N N rn L7 co N •0 co a r I N 0 1 d Tha LLI ' - CL— 2 / 0 J 1 4 0 z O re V BI W 'r / 2 I.T."_ 1 SSW3 :>HFETF J ROUGH OPENING HEIGHT 4• SSW4 3 SSW4 SIM. — 3:4" MIN WIDTH HEADER BY DESIGNER. 4 5 SEE . S 4 SEE'w4 FOR MULTI -PLY HEADER REQUIREMENTS PORTAL STRAP AND #14 SELF -DRILLING SCREWS (PROVIDED WITH SSWP-KT) — STEEL STRONG -WALL (EXTERIOR FACE) 8' MIN. 16' - 4" MAX. STEEL STRONG -WALL SINGLE WALL PORTAL ROUGH OPENING HEIGHT 4 SSW4 3 SSW4 SIM. LSTA24 STRAP (MIN.) — AT BEAM TO POST COLUMN BASE (BY DESIGNER) 34' MIN WIDTH HEADER BY DESIGNER. 4 . 5 SEE SSW4. SEE &414 FOR MULTI -PLY HEADER REQUIREMENTS HEADER SUPPORT POST (BY DESIGNER) STHD10 HOLDOWN SHOWN (10001b UPLIFT CAPICITY MIN.) 4 SSW4 - -- PORTAL STRAP AND -- ------ #14 SELF -DRILLING SCREWS (PROVIDED WITH SSWP-KT) 8' MIN. 16' -4" MAX. H CURB STEEL STRONG -WALL (EXTERIOR FACE) STEEL STRONG -WALL DOUBLE WALL PORTAL PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 114" WRENCH / SOCKET FOR 3/4" NUT USE 158' WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SEE SSW' TO SSW1 FOR ANCHORAGE SOLUTIONS I REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. BASE PLATE CONNECTION H CURB Nor 3 SSW4 SIM. I NOTE: LOAD PATH DESIGN AND DETAILS ABOVE HEADER TO I BE PROVIDED BY DESIGNER. FIELD NAIL PORTAL STRAP TO HEADER WITH (10) 10dX2'2 MIN. NAILS FASTEN STRAP TO PANEL WITH (4) #14 SELF -DRILLING SCREWS. (SCREWS PROVIDED WITH SSWP-KT) SDS14"X312' SCREWS (PROVIDED) NOTE: STRAPS MUST BE INSTALLED ON EXTERIOR FACE OF SSW PANEL. POSITION HEADER FLUSH WITH EXTERIOR FACE OF SSW PANEL. -I GARAGE HEA i2 t ROUGH OPENING HEIGHT I MODEL H 1 No. CURB SSW12x7 512' SSW15x7 SSW16x7 ROUGH OPENING HEIGHT 7' -1'2, 6" 7' - 2" SSW12x7.4 SSW15x7.4 1 SSW18x7.4 SSW12x8 5'2" SSW15x8 SSW18x8 6" 7'-1'2' 8'-234' H 8'-3te" 1. THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL FOR THE ROUGH HEADER OPENING AT GARAGE RETURN WALLS. 2. SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL. 3. FURRING DOWN GARAGE HEADER MAY BE NECESSARY FOR CORRECT ROUGH OPENING HEIGHT. GARAGE HEADER ROUGH OPENING HEIGHT ROUGH i MOo.DEL CURB • OPENING I, HEIGHT SSW12x7 5.2' i 7' - 112' SSW15x7 . SSW18x7 6" • 7 -2" SSW12x7.4 SSW15x7.4 7' - 1'2' SSW18x7.4 SSW12x8 5'2" a._ 234" SSW15x8 - ----- - -._.......___... SSW18x8 5" 8' - 314" 1. THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL FOR THE ROUGH HEADER OPENING AT GARAGE RETURN WALLS. 2. SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL. 3. FURRING DOWN GARAGE HEADER MAY BE NECESSARY FOR CORRECT ROUGH OPENING HEIGHT. FULL LENGTH GARAGE HEADER (BY DESIGNER) MINIMUM SIZE SHALL BE: 4x12 DFL 3 1/8X12 GLB ALTERNATE HEADERS ALLOWED. (BY DESIGNER) FOR MUITI-PLY HEADER REQUIREMENTS 4 ...I 1 -, ALIGN NOTCH ON STRAP WITH BOTTOM OF HEADER. - 718" MAX. SHIM ALLOWED BETWEEN PANEL AND BEAM (NOT SHOWN). TOP OF WALL CONNECTION r SEE SSW4 PORTAL STRAP AND #14 SELF -DRILLING SCREWS. (PROVIDED WITH SSWP-KT) STEEL STRONG -WALL (EXTERIOR FACE) HEADER BY OTHERS. 2 PLY 2x12 MIN WITH 12' SHEATHING BETWEEN PLYS OR 2 PLY 134"x11'8" MIN. LVL (2 PLY LVL SHOWN) , NOTE: MULTI -PLY HEADERS MAY BE USED WITH STEEL STRONG - WALL FOR WIND DESIGNS OR IN SEISMIC DESIGN CATEGORIES' A-C (IBC & IRC) ONLY 1 MULTI -PLY HEADERS 2 16d COMMON NAILING. SEE SIDE VIEWS FOR SPACING. INSTALL SDS'4'x3'2' I ': SCREWS. SEE SIDE VIEWS FOR NUMBER & SPACING (SCREWS BY INSTALLER) — SDS'4"x3'2" SCREWS PROVIDED WITH WALL - SSW SSW MULTI -PLY HEADER CROSS SECTION 1" MIN. 2„ TYP 11/ 1- SIDE VIEW SSW WITH MULTI -PLY HEADER 2 3 STEEL STRONG -WALL (SSW18 SHOWN) REGISTERED DESIGN PROFESSIONAL: IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. NOTE: PORTAL STRAP NOT SHOWN FOR CLARITY. REFER TO DETAIL 4/SSW4 FOR PORTAL STRAP INSTALLATION. INSTALL SDS 1/4'Ix3 1/2" SCREWS HORIZONTALLY THROUGH LVL OR 2 x LUMBER HEADER PLYS. 4 SCREWS TOTAL FOR SSW12.6 SCREWS TOTAL FOR SSW15, SSW18, SSW21 AND SSW24. 2 SDS 1/4"x3 1/2" SCREWS PROVIDED WITH WALL 3 FASTEN PLYS TOGETHER WITH 16d COMMON NAILS AT 16" O.C. ALONG EACH EDGE OF BEAM. 4 15/32" SHEATHING BETWEEN 2x HEADER PLYS SHALL MATCH HEADER DEPTH AND EXTEND FULL WIDTH OF SSW, MINIMUM. 1. STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY, INC. "HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER. 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER. 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. NOTES D19-0361 i14t4 Ct..'i 611 rECPI r:D CITY OF TUKWILA NOV 1 32019 P F,MIT CENTER 5 6 0 0 w O 0 � ,0 ww cc m 12 N 0 0 N N r I fo o I o N fD N I I J z 0 C�a. G THERE rS NO ECU V _II.T.:.. _ IEC'h:ICD SSW4 4" DIA. PERFORATED PVC FOOTING DRAIN LINE 32'-8" 0' TO 50T: HOUSE Zo- in TO 11:. SOT: 114 To -: 22.00' SOT: 118.00' TOP 50 15315 65TH AVE S LF 4" G 2'.- 5L TO 118.00' BOT: 11 .00' RETAINING WALL PER DETAIL 1/CI.2 (TYP) 51'-'1" t0.: 112. 50 : 10-.00. iCOVE,PATIO T : 08eS: 108.0' to MAIN REPROPOSED ENCE j I '5 Lt 4" PVC 5MT=104.33' I ' N 88 45_51 " I>RA I NAGS CONTROL_ FLAN SCALE • I " = 10-0" TO SOT: 112.50' G SLOPE 18 LF 4" DIA• SOLID PVC. 296 SLOPE • 1 1 1 24 L 6"ATM G-q00 @ 2% SLOPE : 11230' NOTE: THE EXISTING WATER METER FOR THIS THE NEW HOUSE 15 3/4-INCH, THEREFORE, THE HOUSE FIRE SPRINKLER SYSTEM SHALL BE DESIGNED BY A FIRE SPRINKLER SYSTEM DESIGNER. DESIGNER SHALL VERIFY IN WRITING TO THE PUBLIC WORKS PROJECT INSPECTOR THAT A 3/4-INCH WATER METER AND SERVICE LINE MEETS DOMESTIC WATER AND FIRE FLOW REQUIREMENTS. IF DOMESTIC WATER AND FIRE FLOW REQUIREMENTS ARE NOT MET, THEN A I -INCH WATER METER WITH A I -INCH SERVICE LINE 15 REQUIRED. 42 LF 4"DIA1 SOLID PVC 296 -LOPE FOOTING DRAI S TO B 46'-8" 4" DIA. PERFORATED PVC FOOTING DRAIN LINE 1 0 20 40 80 1 EXISTING WATER METER BOX FOR LOT 4. INSTALL WATER SERVICE 4 FIRE LINE PER DETAIL W5-I41 OR W5-20 ON SHEET G1.3 NEW CATCH BASIN 01 TYPE 1 CB RIM = 106.00' 1E (5TM OF CATCH BASIN)= 101.00' IE PIPE IN (4" PVG ROOF PRAIN/DOWNSPOUTS)=104.00' IE PIPE IN (4' PVC WALL DRAINS). 105.00' IE PIPE OUT (6" PVC)=102.00' FIELD VERIFY ALL ELEVATIONS CB RI1,4=104.558 PERF GONNE WASHE PER DE lE 10" RCP(/)=10I.55 1E 6" RCP(N)=101.63 GB R1M=104.64 IE 12" RCP (N)=100.12 1E 12" RCP (5)=49.94 " RCP (E)=44.98 TED PIPE TION IN 12'X2'X4 ROCK TRENCH IL ON SF4T G1.2 CONNECT P8 R LINE UNDERGROUND PER PSE STANDARDS 6" CHANNEL DRAIN EXISTING GAS CONNECT PER STANDARDS 4 NEW CATCH BASIN "2 TYPE 1 CB W/ OIL WATER SEPARATOR RIM = 102.00' IE (BTM OF CATCH BASIN)= 91.00' IE PIPE IN (4" PVC FTG DRAINS)=101.00 IE PIPE IN (6" G-4100)=93.50 IE PIPE OUT (6" PVC)=gq.00 FIELD VERIFY ALL ELEVATIONS N EXISTING SEWER STUB OUT. PROVIDE NEW SANITARY SIDE SEWER CONNECTION PER DETAILS 55-02 8 55-03 ON SHEET G1.3 PROVIDE NEW DRIVEWAY PER DETAIL ON SHEET G1.2 PROPOSED PAVEMENT CUT AT NEW DRIVEWAY REPAIR PER DETAIL ON SHEET GI.3 NEW CATCH BASIN *3 TYPE 1 CB RIM = 10150' IE (BTM OF CATCH BASIN)= 101.00' IE 12" RCP (N)=c18.64 IE 12' RCP (S)=98.46 IE 6" PVC (W)=41q.50 FIELD VERIFY ALL ELEVATIONS LINE PSE DETAILS D19-0361 41(0120 • 0 VICINITY 1-141° 9 51TE iIma PARCEL NUMBER 3597000322 SITE ADDRESS 15311 65TH AVE S TUKWILA g8188 LEGAL DESCRIPTION INTERURBAN ADD TO SEATTLE LOT 3 TUKWILA SP #L16-0020 REC #20170531g00003 SD 5P BEING POR LOT 17 OF SD ADD LOT COVERAGE LOT AREA: 6,516 SF IMPERVIOUS AREA: MAIN ROOF AREA: 2,505 5F UNCOV'D DECK AREA: 155 5F TOTAL: 2,440 5 PERVIOUS DAS AREA: /2IPEERIOUS) DRIVEWAY: (110 5F) 555.00 SF STAIR/ WALK: (121 SF) 64.50 SF TOTAL: 4441.50 SF TOTAL LOT COVERAGE: = 2,5E4.50 SF 96 OF LOT AREA: =42.31% Vks n.7 2 4 C c; T., ''fir• : ! rEvE:L'Eil CITY OF TUKWILA NOV 13 2019 PE:' ;M T CENTER 0 J —J 3- 0 0 Z 0 W 0 co • DRAINAGE CONTROL PLAN 1- 0 J I Q J 3 Se Y N id { a Li Z^ WaUl LL • 111 Revislo"s Qclm t/2ois caratEcnots 2/2 0 px Checked ]a:e .AMPARY 7 2014 Sheet c1.1 Joy \ I RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE IS NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL. MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE 15 PROVIDED BELOW: i. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST 51GN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN A5 REQUIRED). 5. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (51LT FENCE, BRUSH, BARRIER ETC). 1. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. S. GRADE AND STABILIZE CONSTRUCTION ROADS. 'I. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. II. RELOCATE EROSION CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 13. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, 50D, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S 15 APPROPRIATE. 16. FOLLOW 2016 KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM) FOR ALL STANDARDS 4 INSTALLATION OF DRAINAGE STRUCTURES. STORM DRAIN NOTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIE5 ARE NOT SURVEYED AND NOT SHOWN ON THI5 PLAN. CONTRACTOR 15 RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS GALL BEFORE YOU DIG I-S00-424-5555 3. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.00% 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVG SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. b. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. TYPE I CATCH SAS I N NOTES: I. CATCH BASINS SHALL 5E CONSTRUCTED IN ACCORDANCE WITH ASTM 0-41S (AASHO M-I'1) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE GLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. b. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BASIN WALL. &RAVEL E I LLED D I SPERS I ON TRENCH NOTES: I. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE FILLED WITH AT LEAST IS" OF i" TO I WASHED DRAIN ROCK. THE DRAIN ROCKS MAY NOT BE COVERED WITH ANY BACKFILL MATERIAL. 3. FILTER FABRIC MUST BE PLACED ON BOTTOM AND SIDES OF THE TRENCH PRIOR TO BE FILLED WITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUGH A YARD DRAIN OR CATCH BASIN FITTED WITH A DOWN TURNED ELBOW PRIOR TO ENTERING THE INFILTRATION TRENCHES. THE ELBOW IS INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS GAB BE REMOVED AND/OR CLEANED BY HOMEOWNER AS ROUTINE MAINTENANCE. 6" RISER SECTION 2.43 BAR HOOPS 12" RISER SECTION 4- MIN CHIN 13BAR EACH CORNER e3 BAR EACH SIDE 03 BAR EACH WAY PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) MIN. 2r ROtp 4 14--8 City ty of kJ Tukwila 1908 " 611 PERVIOUS ccNc. SLAB • DRIVEWAY\ X� Q 4° DIA PERF. FOOTING DRAM TYP. TIGHTLINE TO - STORM SYSTEM (TYPJ 4" DIA ROOF DRAIN TIGHITLINE TO STOR1 SYSTEM (TYR) 4 FREE PRAT PAC 3 I. II = .0•1"al b Saq l Z1J Pall - pi1 NM :it la tit sia 11ini w T NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRAOi: TO PIPE INVERT SHALL BE 5'-0", 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR'01 SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER N SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS-06. 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE CATCH BASIN SHEET: REVISION H: 08.03 APPROVAL: B. SHELTON TYPE 1 DS-01 TOE LIORIZONTAL AV VERTICAL FILL W/ 12' WIDE GRANULAR DRAIN ROCK BEHIND WALL WATERPROOF 4 PROTECTION BOARD 2-1/2" WEEP HOLES • 2411 O.C. RETAINING WALL DIMENSION 4 REBAR SGI-IEDULE MAX WALL HT. (FT) MAX FILL HT. (FT) Wei I FOOTING WIDTH (IN) FOOTING, TOE FT . DEPTH WALL REBAR (VERTICA) WALL REBAR NORM) HOOK LENGTH INTO FT4 FT4 DOWEL SPLICE FT4 REPAR TRANSVERSE FT4 REBAR LONGITUDINAL THICKNESS (IN) HT- BF T W TOE D AV AN L J AT AF UP TO 3'-6' 3'-0' 8" 2'-911 I'-44 10' M4tI6" O.C. MI16" cc. 12" 24" M•12" O.C. (3)-'4 31-1' TO 5'-0° 41-Ss 8' 31-4" I'-9" 10' M•12' O.C. W/12" O.C. 12' 24" '4112" O.C. (4)-M 6'-0 5'-6' 8' 3'-6' 1'-9' 10' '401011 O.C. M•12' O.C. 12' 24° '4•12" O.G. (4)-M 11-0" 6'-6' 8' 3'-9' 2'-0' 101 M•8" 0.0, M•10' O.C. 18' 30" M110' 0.C. (4l-M 61-01 11-6' S 41-0" 2'-4' 10' 'S4E2' O.C. 5112' O.c. 18° 36" '4110' 0.C. (5)-04 9'-0' 81-6' 6' 41-3' 21-6" Vol Selo" O.G. 5/12" OTC. 18° 36" M•10° 0.C. (5)-04 10'-0' 9'-6" E' 51.3' 2'-9' 12" S/811 O.C. S•12" O.C. 18° 36" MIS' O.C. (5)-M 11'-0° 10'-6" e" 5'-6' 31-0" 14' S•611 O.G. 5112' O.C. 24° 42" 5•I2' O.G. (51-5 121-0" I11-S" 10' 51-9' 3'-4° 14' 05•6" O.C. 5*12' O.c. 24° 42' S•10' OZ. (5)-5 SITE RETAINING, WALL 3/8" = FIGURE C.2.11.A PERFORATE) PIPE CONNECTION A SINGLE FAMILY RESIDENCE 6" MIN 18' MIN. r- RANDOM FILL 24" MIN. -�- TRENCH X-SECTION NTS 4/24/2016 PLAN VIEW OF ROOF NTS C-106 D190361 L,,c,w AFTER POST INSTALLATION GROUT FILL THE SPACE WITH ? 800 PSI NON-51HRINKABLE R NON METALLIC 100/ PLOWABLE GROUT 3/4° CHAMFER a S FIN. GRADE OR SLAB 311 DIA (INSIDE DIA. ID) ASTM-A53 x 911 TALL EMBEDDED VI DOWN FROM • TOP OF WALL • 4811 O.G. MAX. IJ LI 2° CLR 200 LBS POINT LOAD 4418•12" O.G. WORIZ. S18413" O.G. VERT. NOTE: FOR BALANCE OF RETAINING WALL INFORMATION 5ES RETAINING WALL DTL THIS 51-IEET 8,11 WALL 211 DIA (OUTSIDE DIA. OD) ASTM-ASS • 41-014 O.G. AS PEDESTRIAN FENCE POST )4° RECESS C4) •4x21-0" LONG WELDED TO PIPE (SOCKET/ EMBED) GRADE 40 BARS (WELDABLE) (4) "3 REBAR HAIRPIN5 (2) EA. SIDE OF PIPE SOCKET/EMBED • 6" O.G. CITY of 'CLIKV LA NOV 1 3 2019 PERir1iT CENTER FILTER FABRIC 6' PERFORATED PIPE 1 z' - a' WASHED ROCK SLOPE 2 RAILING CONK. AT SITE IBETAININCi WALLS TO ROAD DRAINAGE SYSTEM 2' x 10' LEVEL TRENCH w/PERFORATED PIPE 2016 Surface Water Design Manual - Appendix C 1In" =icon I rt -/, Y L v y V • 1C f PLANTER PREMOLDED FULL EXPANSION JOINT SIDEWALKS' DRNEWAY (MAX. GRADE IS 15%) - CRUS&4W ROCK SECTION A -A 2' MIN. OR MORE AS DIRECTED. e' TOP OF CURB AT DRIVEWAY IC CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5-1/2 SACK, 3000 PSI. 3. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB. GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. • NOT TO SCALE City of Tukwila RESIDENTIAL DRIVEWAY ALTERNATE 2 OF 3 SHEET: RS-08B REVISION °1: 08.03 APPROVAL' B. SHELTON I/7/209 4, DESIGN GROUP, LLC co 4 • J w 0 LLJ 0 0 0 1- Z 0 LLI z 0 Q Revisions Ns CITY OORRECTONS 2/21/2019 Drown Dr Checked Date 1 EOM Sheet CL2 Job PROPERTY LINE rPLUGGED IICLEAN OUT LONG SWEEP BEND PLUGGED CLEAN GUT (l'E) 1 ADDRESS 4' MIN SEWER PIPE 150 MAX 30' 1- SOIL PIPE .;CARTER LL 2 f INSPECTION TEE CR CLEAN OUT OTHERWISE INSTALL MARKERBALL ACCOF.OING TO 722E ANO G-3 AND G4 - CLEAN OUT 61 PLUG. SEE SS-03. %-6'%6' % 4' WYE 6' SEWER PIPE YEN NOTES: STREET SEWER MA SACOIZ AT DIETING MAIN INS TALL MARKERBALLAC CORDING TO 7 2.6. LNE 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BEAT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 150' FROM THE MAIN. SEE CHAPTER 8. NOT TO SCALE City of Tukwila SHEET: SANITARY SIDE SEWER RESIDENTIAL SS-02 LAST REVISION: APRIL2e10 APPROVAL: B.PONNEKANTI • -118'RAISE -1.11!' WOE BORDER lit' PLAN VIEW 10' 9' B3/4' Pert CONCRETE COLLAR IN LABEL EOCO. PAVED AREAS CSTC COLLAR IN NONPAVED AREAS /44 7' 4 ?-3/4 8' 15' ELEVATION CAST IRON RING AND COVER I CIA FIBRE JOINT PACKING) SIDE iEWEk 2' FINISIGRADE Nip k 1 / 41,) E P,R1H ✓I SCREW PLUG 4 1)2' CENTEF ON UD NOT TO SCALE City of Tukwila SANITARY SIDE SEWER SHEET: LAST REVISION: APRIL S019 CLEAN -OUT SS-03 APPROVAL H. PONNEKANTI PLAN VIEW ME WATER HULA IS MS 1*LEO UV CRY STAFF I• COUPLING MUELLER I:D% ANGLE ST LP SALLVALVE TO MGR PC K COFFER TYPE k C 0'PFPPIPT .PVc POLYETHYLENE FIRE TO SERVICE 'MUELLER 909 BMA CURB VANE FULL PORT S.UNL Tni'a ALVE IS ROTATES rD A VERTICAL POSTCN V rrl; ALvE IS TO SE SEALED Ix AOPEN POS non CEULR PESD. FIRE SERVICE CONIECLM4 CCNNECTNYIS S LOCKABLE AAUP MU VALVE This VALV B IS IN A NCF12 a1 Oa. P05110, DOMESTIC TO SER.10E PIPE N COPPER PPE PVC .POLV ETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. U,SHED GROUND.ENE ‘/` IV MAIN 1" FIRE SERVICE PARTS LIST: SECTION TYPE KCCPRER E R INSTALLED DVCITV YELLER RES FIRE SEWAGE CONN(C TIOU 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 -TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: TO ¶ERVICL PIPE K COPPER PPE PK . Pq,V E'H VLENE 1. 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 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' 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 City of Tukwila 1" FIRE / DOMESTIC SERVICE SHEET: WS-19 REVISIONMI: 02-2014 LAST REVISION: APPROVAL: R. TISCHMAK, CITY ENGINEER • iMiY<fLPIJNGNEUL LER OP DHISNEC GROUND UNF TO MAN 1" FIRE SERVICE PARTS LIST: GLE S1 OP -BALL SECTION STALLED BY Ell TRLAECE YEN FEMME IRDN PIPE THREADS 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 -1 " CORP STOP - BALL 1 -TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: R COMM!C AID RE SERVICE . TARE K COPPER APE PVC •PCLYEMYIENE 1. 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 130 4. REFER TO CHAPTER 7 OF THE STANDARDS. 5. ALL BRASS FITTINGS SHALL BE LEAD FREE. NOT TO SCALE City of Tukwila FLOW -THROUGH SYSTEM 1" FIRE / DOMESTIC FIRE SERVICE s1TEET: WS-20 REVISION N : 02-2014 LAST REVISION: APPROVAL: R. TISCHMAK, CITY ENGINEER A 3' WIDE EDGER FINISH 3/8" FULL DEPTH EXPANSION JOINT CURB A GUTTER (SEE RSd8A) 1W NOTES: 2%MAX. SECTION A -A SIDEWALK WIDTHS MINOR ARTERIAL' PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' . 6' Sir MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS MW.4' LANDING SCORE JOINTS EVERY 5' 15' EXPANSION JOINTS EVERY 15 PLAN VIEW f' VIDE X 3/8' DEW SCORE JOINTS 3/s' X 34- EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANVSDOT STANDARD SPECIFICATIONS. 3, REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. *SEE TMC 9.48.040 NOT TO SCALE City of Tukwila SIDEWALK SHEET: REVISION S1: APPROVAL: RS-11 08.03 LAST REVISION: 04.08 BOB GIBERSON, CITY ENGINEER RECEIVED CITY OF TUKWILA NOV 1 3 2019 Pr_E-Y :FIdT�, \ TER r.;a;i1 D19-0361 ASPHALT CONCRETE 0 R BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER r STING ASPHALT PAVEMENT EXTRA RIGID BASE EIS' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY SAW CUT EXISTING OIL MAT 68' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY NOTES: CONCRETE 150%OF EXISTING DEPTH DEPTH DETERMINED BY CITY TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR SI RJMINOUS PUNT MIX REPLACEMENT PATCH 150%OF EXISTING DEPTH SAW CUT EXISTING CONCRETE PAVEMEN'. 5'8' MINU3 COMPACTED CRUSHEO ROCK UNLESS OTHERWISE ORDERED BY THE CITY `11RP•1A4•1••4AIE•90•••••��/��% 4OeeeODeee•e00•e00ee1 V �' SAW CUT EXL511NG ASPHALT PAVEMENT TYPICAL PATCH FOR FLEXIBLE PAVEMENT 518' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERV4SEORDEREO BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE City of Tukwila PAVEMENT RESTORATION SHEET: RS-03 REVISION 91: 08.03 APPROVAL: B. SHELTON ) 70. • 0 J J a r0n V z 0 W ch ▪ ;- OoN N CO = N CO Q Q Q2Q N N ✓ �J 1. $ p • _ I CD Y FW- li • NOTES & DETAILS a_ J 0 Z 0 W CD z_ 0 a 0 R°Astons aiCITY CORRECTIONS 2/21/2019 0 • 0 Drawn I Checked Dote YYEA� AMWAY 9 2 0 PM Shee C1.3 ..,__„.....____.,-- Job ANEARD CO I. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUGTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-011q AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (I WORKING DAY) IN ADVANCE BY CALLING 206-433-0171. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMITS) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON-51TE. q. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APr'kOVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD I188. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1121. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (E5G) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION 15 COMPLETED AND PERMANENT STABILIZATION 15 ESTABLISHED. 5. FROM MAY I THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER I THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: • PROTECT STOCKPILES AND STEEP GUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEW ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER I THROUGH APRIL 30). MULCH ALL SEEDED AREAS. UTILITY NOTES I. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES 5 IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. SANITARY SEWER NOTES I. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2. THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED I -FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3.INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER LINE. WORK IN RIGHT -OF - 'AY I. WHEN ACTIVITY 15 UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING FERMI TTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION 15 CLEARED AND THE RIGHT-OF-WAY 15 RESTORED. TMC I1.05.1'I0.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMC 11.08.150 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. S.RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.08.220.D ?. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT FUEL IC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.05.210 q. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT 15 BLOCKED. TMC 11.05.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. TMC 11.08.220 II. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. PAVEMENT RESTORATION I. COMPACT BAGKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BAGKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BAGKFILL ING OR WHEN CONCRETE IS CURED. a. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR TAGILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 1 CALENDAR DAYS b. FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. 3. PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC. DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE STORM DRAINAGE NOTES I. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH ©DUMP NO WASTER AND EITHER ©DRAINS TO STREAMS.A, ©DRAINS TO WETLANDSA, OR ©DRAINS TO 6ROUNDWATERA, AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4. SINGLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2AX4A STAKE, BURIED 4-FEET AND LABELED ©STORM' OR ©DRAINA. WATER SUPPLY NOTES I. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4.INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. 6). INSTALL FIRE HYDRANT ASSEMBLY 50 IT STANDS PLUMB AND 50 THAT THE LOWEST OUTLET 15 AT 18A ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36A AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 1. THE INSTALLER OF A FIRE LINE SAGKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE SUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER 15 DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. 8. INSTALL WATER MAINS GROSSING SEWER LINES 50 THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE 50 THAT ITS MIDPOINT 15 ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 1. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. D19-0361 TEMPORARY EROSION AND SEDIMENTATION CONTROL REQUIREMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJAGENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TESC)(INGLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESG FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THI5 PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS A5 CONDITIONS WARRANT AND THE PROJECT PROGRESSES, INCLUDING CLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE PACILITIES OF SEDIMENT FROM THIS PROJECT. I- THE IMPLANTATION OF THESE TESL PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES IS THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 5- THE TESC FACILITIES SHOWN ON THI5 PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TESC FACIL IT I ES.SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESL METHODS SUCH A5 SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESL FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (WHERE REQUIRED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT GLEAN DURING THE CONSTRUCTION PERIOD. 7- ANY PERMANENT FLOW CONTROL FACILITY USED A5 A TEMPORARY SETTLING BASIN SHALL 5E MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. 8- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. q- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THI5 PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS GALL BEFORE YOU DIG: I-500-424-5555 EROSION CONTROL SEED MIXTURE TABLE A- CHEWIN65 OR RED FESCUE B- ANNUAL OR PERENNIAL RYE C- REDTOP OR COLONIAL BENTGRASS D- WHITE DUTCH GLOVER 40 (96 OF WEIGHT) 40 (96 OF WEIGHT) O (96 OF WEIGHT) 10 (96 OF WEIGHT) Ci Y OF TUKWEL A NOV 1 3 2019 'F ••tT CENTER 0 • U J J 0 re 0 co 0) 11, W 0 o co N. co 2 ui ZI = N CO ozN1D o o J X CD STANDARD CONSTRUCTION • R•vlslon• , QCIT'! WRRECTONS x n oie ®- A- D-vrr ter Checked Dat .Y111wer 1 EOM Sb es: C2.1 Inh 1 FILTER FABRIC ON W.W.F. I' OF 1 1/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP 7 In In 2 x 4 DOUG.FIR ® 48" o.c. 2" x 2" x 14 GA. W.W.F OR STAPLES OR WIRE RINGS --\ EQUAL n v �4 =11 III=ni ill ..I = � = III !v •=1r- 1=111:1=1I 1 V V FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL SECTION TO 1 2 00 BOt: 118.00 1!1 m O N �8°45'S 1" IN 101.13' 6" x 6" TRENG ELEVATION SILTATION FENCE DETAIL 52'-5" TOP: 118.00' SOT: 114.00 CKERY SILT FENCE DOW -POUT V'4/ GLEA OUT (TYP) 5.1' 4" DIA. SOLI1 ROOF DRAIN T•-: IIB. SOT: 114 TOP: 122.00' SOT: 118.00' HOUSE 15315 65TH AVE S V COVE) PATIO ® MAIN PROPOSED RESIDENCE AIN=114b5 SMT=104.33' 1 1- 88°45' 1,' W ILT --/ SOLID WALL FILTER MEDI FOR DEWATER RETAINING WALL PER DETAIL I/G1.2 (TYP) 51'-7" R5 L 4" '% 7L0 LF 14"- C 2SL 1 1 IEI -04Tc;-1 a.L"ifN�-cotATE POROUS BOTTOM NOTE$ THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 05 CF. OF STORAGE, THE STORED SEDIMENT, AN OVERFLOW. AND ] I 1 CAN SE EASILY MAINTAINED. In11 F FIGURE D.4L =ILTGR FABRIC PROTBCTION STANDARD STRENGTH FILTER FABRI 11�1 EXISTING RE Al INCH GRATE CATCH BASIN 1NOTE: ONLY TO BE USED WHERE I� I PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES FIGURE D.4M CATCH BASIN INSERT ALL CATCH SASINS TO 6E PROTECTED AND MAINTAINED PER KING COUNTY DETAILS 0.4L 4 D.4M LOPE 5 18 LF 4" PVC 24 L 6" ASTM C-q00 • 2% SLOPE LF 4" 2% SLOP 46-8" 4" DIA PERFORATED PVC FOOTING DRAIN LINE TEM °. EROSION i$ SEA iv ENTAT I ON CONTROL (TESL) SCALE : 1" = 10-0" 0 10 20 40 EXISTING WATER METER BOX FOR LOT 3 esec R=25' MIN. IN5TALL DRIVEWAY CULVERT IF THERE 15 A ROADSIDE DITCH PRESENT, A5 PER KING COUNTY ROAD STANDA 4"-8" QUARRY SPALLS GEO-TEXTILE FABRIC 12" MIN. THIGKNES STABILIZED CO\STR.X.T NEW CATC4-1 BASIN *1 TYPE 1 CB RIM = 106, 00' IE (15TM OF CATCH BASIN)... 101.00' IE PIPE IN (4" PVG ROOF DRAIN/DOWNSPOUTS)=104.00 IE PIPE IN (4' PVC WALL DRAINS)= 105.00' IE PIPE OUT (6" PVG)=IO2.00' FIELD VERIFY ALL ELEVATIONS GB R11.1=104.56 lE 10" RGPON)=10155 IE 6" RGP(N)=I01.65 GB RIM=104.64 " RCP (N)=100.12 IE 12 RGP (5)=44.44 IE 10" RCP (E)=44.48 FERF:1 TED PIPE GONN \ TION IN 12'X2'X2' WASHEk ROCK TRENCH PER DE • IL ON SHT G1.2 CONNECT PO R LINE UNDERGROUND PER PSE STANDARDS N PROVIDE STABILIZED CONSTRUCTION ENTRANCE PER DETAIL ON THIS SHEET NEW CATCH BASIN w3 TYPE 1 CB RIM = 101.50' IE (BIM OF CATCH BASIN)= 101.00' IE 12" RCP (N)=g8.64 IE 12' RCP (5)=98.46 IE 6" PVC (W)=01q.50 FIELD VERIFY ALL. ELEVATIONS \EXISTING GAS LINE CONNECT PER PSE STANDARDS 8 DETAILS NEW CATCH BASIN "2 TYPE 1 CB RIM = 102.00' IE (BIM OF CATCH BASIN)= 97.00' IE PIPE IN (4" PVC FTG DRAINS)=101.00 IE PIPE IN (6" C- 100)=99.50 IE PIPE OUT (6" PVG)=g14.00 FIELD VERIFY ALL ELEVATIONS D19-0361 I so IT 15 RECOMMENDED THAT THE ENTRANCE BE CROWNED 50 THAT RUNOFF DRAINS OFF THE PAD. PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA ON ACCLSS . v Gi• 11.1'CWILA NOV 1 3 29'9 aERMIT CENTER 0 —J —J cc 0 z co 0 co uiM ccg N oNi ul N CO Quo = NCO 0 O Z N N vmr co Y • o J ccDDYI—w I EROSION & SEDIMENTATION CONTROL PLAN & DETAILS uJ 15317 851H AVE S, 1UKWILA WA t Revialena ♦ A CITY COR01REC71ON 2/21/29 S AC A- A- ©- ]rown Mr Checked Cate Sheet C2.2 .:n-,