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Home My WebLink AboutPermit D19-0362 - AJ RESIDENCE / LOT 4 - NEW SINGLE FAMILY RESIDENCEAJ RESIDENCE LOT 4 15319 65TH AVE S. EXPIRED 8/25/2023 DI 9-0362 Parcel No: Addeo: 0 ��^�«x ^�� o�"°"^U v~U~� ��x uv�xx��oa Department of Community Development 63OVSouthcenterBoulevard, Suite #1UU Tukwila, Washington 9Q1B8 Phone: 206-431,3670 Inspection Request Line: 2O6'438'9350 Web site: http://mnmxx.Tuhvvi|aVVA.mmv 3587000]Z3 1531965THAVE 5 Project Name: AJ RESIDENCE - LOT 4 COMBOSFR PERMIT Permit Number: D19'0362 Issue Date: 8/25/2020 Permit Expires On: 2/21/2021 Owner: SINGHAJK1ER Address: Contact Person: Address: 6§V8ll0AVE NE, K|RKLAND'WA, 98033 Contractor: Name: ATVVATERONE INC Phone: (425)334'2197 Address: 1700622NDSTNE, 3NOHOK8|SH,WA, 98290 License No: ATVVAJ01927[8 Expiration Date: 10/30/2020 Lender: Name; Address: OWNER FUNDED ''' DESCRIPTION OF WORK: RESUBMISSION OFEXPIRED PERMIT APPLICATION: Dl9-00Z3 NEW SINGLE FAMILY RESIDENCE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALLDRAINAGE, STORM DRAINAGE, NEW 1'|NCMVVrNAND SERVICE LINE, lANSIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND UNDERGKOUND|NGOFPOWER. Project Valuation: $728,241.04 Fees Collected: $29'684.89 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electric il Service Provided by: TUKWILA Occupancy per IBC: R,3 Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 anz} 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ964hB: nergy Code: � Public Works Activities: ChanneUzadon/Strip inA: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hau|inQ/DvemizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: O Number: 8 Yes Permit Center Authorized Signature: �n I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting ofthis permit does not presume tngive authority toviolate or cancel the provisions o4any other state or local laws regulating construction or the performance of work, | am authorized to sign and obtain this development permit and agree tothe conditions attached tothis permit, Signature: ~/)�� Date:/~ Print Name: This permit shall become null and void if the work |snot commenced within l80days for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Anapproved 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 ufdrawings prior tninstallation ormodification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. Z43Q. 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background, Address numbers shall beArabic numbers o,alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of0.5 inch (12Jmm). (|F[505.1) 5: Adequate ground ladder access tnrescue windows shall heprovided. Landscape aflat, l2'deep by4'wide area below each required rescue window, (City Ordinance #Z4]5) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103,2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #243Gand #24]7) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition o/violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)575-MD7. 9: ***PUBUCWORKS PERMIT COND0ON5*** 10� Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 11: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion nfwork atleast 24hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance. 12: Prior toconstruction, all utilities inthe vicinity shall befield located. NOTE: For City ofTukwila utility locates, call 8Dpr1-80Q-4I4-555S. 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 S:00p.m.and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. lS- Work affecting traffic flows shall be closely coordinated with the Public Works Inspector'. Traffic Control Plans shall besubmitted 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 hm|naccordance with K8UTCDfor Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep nrotherwise clean streets tothe satisfaction ufPublic Works each night around hauling route (No flushing aUuvved). Notify Public Works Inspector before 1Z:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall becleaned upimmediately. 19: Temporary erosion control measures shall beimplemented asthe first order ofbusiness toprevent sedimentation off -site orinto existing drainage facilities. 20: The site shall have permanent erosion control measures inplace as soon aspossible after final grading has been completed and prior tothe Final Inspection. 21: The Land Altering Permit Fee isbased upon anestimated 75 cubic yards pfcut and S0cubic yards nffill, 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 of10feet nrmore and will beunworkedfor greater than l2hours. During this time period, cover ormulch other disturbed areas, if they will beunvvorkedmore than Zdays. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23; From May I through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: PROJECT SHALL COMPLY WITH Gemechnica|Evaluation hyBruce yNocVeigh'P.EGeot chnicuiEva|uation by Bruce MacVeigh, P.E. dated May 2008 and subsequent Geotechnical Reports/Evaluations. 25: The property owner is responsible for the maintenance of any new and existing on -site storm drainage system. 26: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer, A1'inchwater meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 27: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 28: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft.= $x,xxx.xx, Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 28: 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. 30: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City ofTukwila as 31: Prior tuissuance nfthis permit, Owner/Applicant shall provide aTraffic [oncunencyCertificate Application and pay under PVVpermit [XX'OXX.Fee hasedun ]J: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based nncalculation bySenior Transportation EnCineer). 33: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 34: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft.= $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 35: 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. 36: A copy of the Certificate of insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured), 37: Prior toissuance ofthis permit, Owner/Applicant shall provide oTraffic ConcurrencyCerdfcateAppUration and pay under PVVpermit CXX'OXX.Fee based on 38; Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $300, which covers lot 3and lot 4. 39: 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. 40: 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. 41: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 42: 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 tothe Building Official in atimely manner, 43: A final report documenting required special inspections and correction ufany discrepancies noted inthe inspections shall besubmitted tothe Building Official. The final inspection report shall heprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 44: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 45: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 46: Notify the City ofTukwila Building Division prior to placing any concrete. This procedure binaddition to any requirements for special inspection, 47: All wood toremain inplaced concrete shall b+treated wood. 48: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 49: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 50: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. 4copy can beobtained atCity Hall |nthe office ofthe City Clerk. 51: 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. 52: Preparation before concrete placement: Water shall heremoved from place n/deposit before concrete is placed unless a tremie is to be used or unless otherwis-e permitted by the building official, All debris and ice shall beremoved from spaces tobeoccupied hyconcrete, 53: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not hpconstrued tobeapermit 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 ofnpermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2V6}43O'9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDVV 5200 EROSION MEASURES 5210 EROSION MEASURES FNi FIRE FINAL 020I FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 8608 PIPE INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROORCE|L|NG|NSUL 5070 SANITARY SIDE SEWER 0602 SL4B/FLO0R]NSUL 5090 STORM DRAINAGE 5100 STREET USE 0601 WALL INSULATION 0413 VVALLSHEATH|NG/SHE4R 5130 WATER METER 'PERM ./ City of�~nok"°"^K Department of Public Works 63008outhcenterBoulevard, Suite #8W0 Tukwila, Washington 981A@ Phone: 206'433'0179 Fax: 206'431'3665 Web site: http://www.TukwilaWA.Rov Parcel No: 3597000323 Applicant: AJ RESIDENCE -LOT 4 WATER METER INFORMATION Permit Number: D19-0362 Issue Date: 8/26/2020 Permit Expires On: 2/21/2021 DESCRIPTION QFWORK: RESUBMISSION OFEXPIRED PERMIT APPLICATION: D19f}U2] NEW SINGLE FAMILY RESIDENCE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALL DRAINAGE, STORM DRAINAGE, NEW 1'|NCHVV&4AND SERVICE LINE, SANSIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND UNDERGHOUND|NGOFPOWER, Water Meter Size: � Water Meter Type: PERM Work Order Number: 22040103 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10l0 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn onFees: $50.00 $0.08 $0.00 Subtotal: Cascade Water Alliance (RCFC): $6,607.00 $0.00 $0.00 TOTAL WATER FEES: $7,732,00 Name: CITY OF TUKKcipt Community Developme Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 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.: L?) 4-0C,20 .32 Site Address: 1531q 51),1 Ai' p rivrvai teA fry 713/ei f3 f!ROPERTX:OWNER Name: /6 LT-1,1 ..6-11de.47.1 Address: r City: Itr f•ari! ma .7 — I 7 - State: (04 Zip:,/ 4a.6 CONTACT PERSON receiving all project ' Oommtitiic#tion, 0 ../8/431i w Address: (to, 6fk t4 Ave, /1/1 City: K41E040,7/ State: timilt zirtN3 Ph°7/ Z5) 214 Email: locp (0 p,45At, tr/01100 ax: GENERAL CONTRACTOR Company Name: (7----7-3p Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: # A-iii 1 p I,<bgAs-A /kri Address: 6 , IL, Ai 4 vv.... it/ City: ictreAr70 State: vojt Zip:7g6,3 ( A e\ Phone2— 5' )214cFax: Email: A A+410 4A7( e..., v(A-t;, eo, iki Company Natne..2.F L .A/ Engineer Name: Atelle) r_qraisn„.4 Address: ,6oe ifon4 wi /v... 6--. City: (.,-; /ON ry 0 State: 1444. Zip•iy.,,,, 3.3 Phone:6412A 2.11,_ 22 7Fax: Email: mitik4 I p Kr124,c5Aivi c_ 7,41/042. cc) / 11'4. lititillt SWISS (required for propects,..$5,000 or, qiNAVM17,00,4**......14:4''''' gr,e,atetTqr„Kt4W49.23,..995):".s,I., ,,,o, *r -''' ;,'' , C.'1":v!'''''1,'Seririlitt7,•i .' ,, Name: /k(T I'l Elg--- -',1 Address: 4 f2s- 1 3 , i7-5,t)4 .6,--- 1? City: — at.; . ......,.... -44. : ,--;.., . State: Zip: 73/6 H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - 5 00 c, fuel type: El electric a 6) furnace <100k btu ()appliance vent ventilation fan connected to single duct S) thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ Valuation of project (contractor's bid price): $ e 2 0 C2 Scope of work (please provide detailed informatio DETAILEDBUILDJNG INFO TION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1' floor 2"d floor Garage carno (/ 633 Deck - covered C.j.tncovered Total square footage 4 op ‘I6 9 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ ( 2_ bathtub (or bath/shower combo) 4414- bidet clothes washer I dishwasher floor drain shower lavatory (bathroom sink) 2- sink 5' water closet 1 water heater (gas) lawn sprinkler system 7-- gas piping outlets H: \Applicationaorms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT 0 N Scope of work (please provide detailed information): (?v Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT .. Tukwila 0 ...Water District #125 0 Letter of water availability provided SEWER DISTRICT .. Tukwila LI .. Sewer use certificate SEPTIC SYSTEM: .. On -site septic system Highline ...Valley View 0„. Renton D ...Letter of sewer availability provided .. Renton D Seattle — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): .. Civil Plans (Maximum Paper Size — 22" X 34") O .. Technical Information Report (Storm Drainage) o .. Bond 0...Insurance D... Easement(s) D... Geotechnical Report 0..:Maintenance Agreement(s) D ...Hold Harmless — (SAO) D ...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 .. Total Cut .. • Total Fill .. • Sanitary Side Sewer .. Cap or Remove Utilities D .. Frontage Improvements D .. Traffic Control Cubic Yards Cubic Yards o .. Permanent Water Meter Size D .. Residential Fire Meter Size O .. Deduct Water Meter Size o .. Temporary Water Meter Size " WO # o .. Sewer Main Extension Public 0 - or - Private 0 0... Work In Flood Zone D... Storm Drainage 0... Abandon Septic Tank 0 .. Trench Excavation D... Curb Cut 0 ..Utility Undergrounding D... Pavement Cut 0 .. Backflow Prevention - Fire Protection 0... Looped Fire Line Irrigation Domestic Water " WO # " WO # .. Water Main Extension Public El - or - Private El 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) o .. water 0 .. 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 H:kApplicationsWorms-Applications On Linek201 I Applications\Combination Permit Application Revised 8-9-11.doca Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES— A I CARLE TO ALL PERMITS IN THIS A.1, 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. HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 Signature:A AUTHORIZED AGENT: Print Name?(-- 49 PS (gig Mailing Address: WS. I .•5 -e-01.- X /1Date: Day Telephone: 20 54t- Z3 cat74c-__ to4- 6 I 8 6 City State Zip HAApplicationsWorms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Receipt Number ' DESCRIPTIONS PermitTRAK ACCOUNT , QUANTITY I PAID $8 111.55 D19-0361 Address 15317 65TH AVE S Apn: 3597000 22 $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 Cash Register Receipt City of Tukwila Receipt Number R21419 DESCRIPTIONS ACCOUNT QUANTITY Pe mitTRAK -- 1 PAID 25,369.22 , D19-0362 Address: 15319 65TH AVE 5 Apn: 3597000323 $25,369.22 1 INCH $7,732.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000,345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401,342.400.00.00 0,00 $15.00 WATER TURN -ON FEE 8401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 8640.237.500 0.00 $6,607.00 DEVELOPMENT $7,220.99 PERMIT FEE R000.322.100.00.00 0.00 $6,639.49 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE 8000.342.400.00.00 0.00 $287.50 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $287.50 IMPACT FEE $4,542.00 FIRE 8304.345.852.00.00 0.00 $1,683.00 PARK 8301.345.851.00.00 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 $5,064,51 BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 TRAFFIC IMPACT FEE 8104.345.840.00.00 0.00 $4,814.51 TECHNOLOGY FEE $354.72 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R21419 R000.322.900.04.00 0.00 $354.72 $25,369.22 Date Paid: Tuesday, August 25, 2020 Paid By: LH21 LLC Pay Method: CHECK 2059 Printed: Tuesday, August 25, 2020 1:00 PM 1 of 1 - et , V , LiLif ".SITA4 Permit Inspections City of Tukwila Permit Number: D19-0362 Applied: 11/13/2019 Approved: 8/19/2020 Issued: 8/25/2020 Finaled: Status: EXPIRED Parent Permit: Parent Project: Details: RESUBMISSION OF EXPIRED PERMIT APPLICATION: D19-0023 NEW SINGLE FAMILY RESIDENCE Description: Al RESIDENCE - LOT 4 Site Address: 15319 65TH AVE 5 City, State Zip Code: TUKWILA, WA 98188 Applicant: AJ RESIDENCE - LOT 4 Owner: SINGH AIMER Contractor: ATWATER ONE INC PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, RETAINING WALL DRAINAGE, STORM DRAINAGE, NEW 1- INCH WM AND SERVICE LINE, SAN SIDE SEWER, DRIVEWAY, TRAFFIC CONTROL, STREET USE AND UNDERGROUNDING OF POWER. :.L &, V ' Oft9N! SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS PLUMBING ANAL Building Inspector 206 8416123 Notes: LATH GYPSUM BOARD Building Inspector 206-841-6123 Notes: UNDERGROUND Building Inspector Notes: ROUGH -IN PLUMBING Building Inspector Notes: ROUGH -IN MECHANICAL Building Inspector 2068416123 Notes: ROUGH -IN GAS PIPING Building inspector Notes: CONCRETE SLAB Building Inspector Notes: Printed: Wednesday, 30 August, 2023 1 of 8 Permit Inspections City of Tukwila FOOTING DRAINS Building Inspector Notes: GAS PIPING FINAL Building Inspector Notes: MECHANICAL FINAL Building Inspector Notes: PIPE INSULATION Building Inspector Notes: ROOF CEILING — INSUL Building Inspector Notes: SLAB_FLOOR INSUL Building Inspector Notes: BUILDING FINAL** Building Inspector Notes: WATER METER - PERM Eric Pritchard Notes: PLANNING FINAL Planner Notes: SPRINKLER COVER PSRFA Notes: FIRE FINAL PSRFA Notes: SPRINKLERS PSRFA Notes: See F22-0155 EROSION MEASURES Scott Moore Randy 425-876-1752 Notes: Printed: Wednesday, 30 August, 2023 2 of 8 "AL*" /FA Permit Inspections City of Tukwila CURB ACCESS SDW Scott Moore Notes: EROSION MEASURES FNL Scott Moore Notes: TLAND ALTERING Scott Moore Notes: PAVING AND RESTORE Scott Moore Notes: PUBLIC WORKS FINAL Scott Moore Notes: PUBLIC WORKS PRE -CON Scott Moore Notes: SANITARY SIDE SEWER Scott Moore Notes: STORM DRAINAGE Scott Moore I Notes: STREET USE Scott Moore Notes: 4/7/2021 AM 4/7/2021 EROSION MEASURES Scott Moore PARTIAL APPROVAL Randy 425-876-1752 Notes: Will need more work. III stop in when someone is on site 7/29/2021 AM 7/29/2021 FOOTING Bill Centen NOT APPROVED 206 8416123 Notes: 1. House behind this lot has been undermined due to excavation. Have Engineer of record perform a site visit to address this situation. A new Engineered retaining wall will be required. 2. Can not locate property pins. Survey will be required with new property pins to identify property corners. 3. Need Geotechnical report onsite for next inspection Printed: Wednesday. 30 August. 2023 3 of 8 Permit Inspections City of Tukwila 8/4/2021 AM 8/4/2021 FOOTING Bill Centen J NOT APPROVED 206 8416123 Notes: 1. No permit or plans onsite. 2. Need to identify and string property corners. If can not locate property pins a survey will be required. 8/5/2021 AM 8/5/2021 FOOTING Bill Centen NOT APPROVED 206 8416123 Notes: 1. Need Geotechnical report onsite. 2. Footings are encroaching on rear 10' Setback. 8/17/2021 AM 8/17/2021 [ FOOTING Bill Centen NOT APPROVED 206 8416123 Notes: 1. Still has rear setback issues. Not ready at this time. 8/23/2021 AM 8/23/2021 FOOTING Bill Centen NOT APPROVED 206 8416123 Notes: 1. Still working vertical dowels and rebar placement. Re -scheduling for Wednesday 8/25/2021 8/26/2021 1 FOOTING Bill Centen NOT APPROVED 206 8416123 Notes: 1. Corrections were not completed 9/2/2021 AM 9/2/2021 FOOTING Bill Centen APPROVED 206 8416123 Notes: 10/5/2021 AM 10/5/2021 FOOTING Bill Centen FNOT APPROVED 2068416123 Notes: 1. Not pouring footings with this pour 10/5/2021 AM 10/5/2021 "FOUNDATION WALL Bill Centen NOT APPROVED 2068416123 Notes: 1. Finish installing bracing support for tall walls 2. HD Holdowns do not have the correct embedment. Need 29" embedment for all HDQA holdowns. 3. Lap panels require ties at 9" o.c. W/ #5 bar at corners 4. Finish installing all concrete panels 5. Verify all holdowns have the correct embedment 10/6/2021 AM 10/6/2021 FOUNDATION WALL Bill Centen PARTIAL APPROVAL Exterior foundation walls only Notes: Inspected exterior foundation walls - Ok to pour these walls only 1. Interior foundation walls are not ready to pour (Not enough panels). Will allow 2 pours for foundation walls. Call for re -inspection when interior foundation walls are raised for 29" hold down imbedment requirements. (HDQA holdowns - occurs at 7 locations) will see at next pour. 10/28/2021 AM 10/28/2021 "FOOTING DRAINS KC Ellis APPROVED 206 8416123 Notes: 11/9/2021 AM 11/9/2021 ] PLUMBING FINAL Bill Centen NOT APPROVED Notes: Not ready Printed: Wednesday, 30 August, 2023 4 of 8 Permit Inspections City of Tukwila 11/9/2021 17.1/9/2021 GROUNDWORK Bill Centen NOT APPROVED Notes: 1. Underground plumbing is required to be on a 10pm head test. Currently plumbing is not on test 2. Sanitary tee fittings are not allowed in a horizontal position. 11/17/2021 AM 11/17/2021 ROUGH -IN PLUMBING Bill Centen NOT APPROVED 206 8416123 Notes: 1.Not ready See Groundwork plumbing 11/17/2021 11/17/2021 GROUNDWORK Bill Centen APPROVED Notes: 1/18/2022 AM 1/18/2022 FOUNDATION WALL KC Ellis APPROVED 2068416123 Notes: 3/31/2022 AM 3/31/2022 FRAMING Lee Sipe NOT APPROVED 2068416123 Notes: Need to have complete set of approved, plans on site 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 AM 4/4/2022 FRAMING Bill Centen NOT APPROVED 2068416123 Notes: Not ready - 1. Need to complete all trade work. Plumbing, Mechanical, Electrical, Fire Sprinklers need to be approved prior to scheduling next framing inspection 4/29/2022 PM 4/29/2022 WALL SHEATHING_SHEAR KC Ellis APPROVED 2068416123 Notes: 7/5/2022 AM 7/5/2022 ROUGH -IN PLUMBING Bill Centen NOT APPROVED 2068416123 • Notes: 1. Not on test 7/7/2022 AM 7/7/2022 ROUGH -IN PLUMBING Bill Centen NOT APPROVED 2068416123 Notes: 1. No test on water lines. Waiting for Water Meter installation. 2. House is required to be Sprinkled. Need to apply for a FIRE SPRINKLER PERMIT - ASAP *DWV's are full and are currently under test - OK Printed: Wednesday, 30 August, 2023 5 of 8 Permit ~...~p~~,~~.~~...~ City of Tukwila 10/11/2022 AM 10/11/2022 ROUGH -IN MECHANICAL BW|[enten NOT APPROVED 2068416123 Notes: 1.Need approved plans onsi, for next inspection o* 1n/�]/aOZ2 mJVGM'|NGASza/zoZ2 p|P|mG BiU[enuen APPROVED Notes: Rough gas piping buotest @24psi 'uk 10/13/ zV/��Y�VZ2 noUG*'|m�oZZ xxscoAw|cxL BiUCente" AppnqVco Notes: 1/3/2023 AM 1/3/2023 | xVAu|w3UbuTOw Bi||[emen NOT APPROVED 200-841-6123 Notes: lWalls have been insulated without approval. z.Framing inspection was not approved. Please schedule Framing inspection and have Contractor nndt . 3.Please schedule rough inPlumbing inspection. Water lines were not inspected. 4.Called contact number. Noanswer 1/9/2023 1/9 xouGH'|mVZ0Zs pLUxxo|ws 0U[eno,o NOT APPROVED 2008416123 Notes: 1.Water lines are not nntest. Minimum test pressure is 50PSi z�yznz3 z�VzVz3 | | Fn4M|ms �U[ente" NOTAPPROvco 206'841'0123 ~ Notes: z.Need approver plans v"site for next inspection. z. Missing TRUSS spsCS a. Strap all broken top plates at all intersecting Beams in garage (Main floor Framing) 4.install opositive connection atPost/Beam connections "Check All" s. Missing Post/Beam Connections atfront Porch cover framing. 6.Install missing hangers atVaulted ceilings. 7. Main floor ' need positive connections (Both sides) at 6'x6^post supporting Upper floor framing. (ILocaduns Dining and Kitchen). o. Water lines are not nntest. wiiimumtest pressure |ssoPSI. g.Not acomplete list. o�nu ��m�0Z3 � xm ��o/zoas nooa*'|m PLUMBING(aLo) Lee Sipe REINSPECT FEE 2068416123 Notes: Re -inspection fees required. insulation needs removed for inspection ofwater lines and framing. Terminated inspection atowners request. 8�V z/zo/zoz] AM z/zo/zuza vvxu|msuu�mw Lee REINSPECT FEE (uLo) zos 84z'azus Notes: Re -inspection fees required. Insulation needs removed for inspection vfwater lines and framing. Terminated inspection atowners request. ��~�U��"�� ^ ~~~^^^^~ ^^^~~n�~~~~^~�^^~~ City of Tukwila Vmu z/�U/�02] AM 1/20/2023 FRAMING Lee Sipe REINSPECT FEE (8Lo) 2068416123 Notes: Re -inspection fees required. Plumbing Rough -in bnot ready. Insulation needs removed for inspection cfwater lines and framing. Terminated inspection atowners neqvest.h 1/24/2023 AM 1/24/2023 FRAMING ei||Centen NOT APPROVED 2068416123 Notes: 1.Need maddress bearing issue at4sdegree wall atDen. z.vviU need tvre-locate Attic access 3. Draft stop Heat duct Chases at1o'intervals oktninsulate 4.Need Sprinkler Cover approval from Fire Department 1/24/2023 AM 1/24/2023 WALL INSULATION Bi||centen NOT APPROVED 2068416123 Notes: 1.Finish Framing corrections. Z. Dofmopfurred down Heat duct chases atz0'intervals. 3.Check and insulate all voids and gaps. 1/24/2023 AM�/Zo/zo�3 ROUGH -IN pLumoIms �iUCenten PARTIAL xppxovAL Notes: pexWaterlines are under test @soPSI ok D19-0362(F22'0155) /VResidence 1s3zY65uhAve s 1. 2^Poly Water Service Line needs tnh,re-plumbed to"New Location" which )s at the back of3,dCar Garage/Storage wall. Additional Underground Plumbing inspection will berequired for new service line location <Huuse/xxeted. 1/25/2023 AM 1/25/2023 FRAMING uiUcenten NOT APPROVED 206'841'6123 Notes: 1Need maddress bearing issue at 45 degree wall mDen. z.Will need v,re-locate Attic access 3.omft stop Heat duct Chases atl0'intervals oktninsulate 4.Water service line u,house has been plumbed tothe wrong location. No water to house. Need to re -plumb water service line to 3rd car garage/storage room. Underground plumbing inspection will be required House/Meter. s.Need Sprinkler Cover approval from Fire Department 1/25/2023 AM 1/25/2023 WALL INSULATION ai||Centen NOT APPROVED 2068416123 Notes: z.Finish Framing corrections. Draft -stop heat duct chases at 10'inte~a|s. 2/15/2023 2/15/2023 WALL INSULATION oU|C=nwen AppnovEo 0 2068416123 � Notes: z/zs/Znzu 2/15/2023 rnAnx|ms ai||centen xppnovso 2068416123 ��°�U��~�� . .~.....~ .~.~�~~~~.~.~~...~ City of Tukwila z/1�2nzs AN �1�2uz3 LATH —GYPSUM BOARD 0Ucen�n — APPROVAL 206-841'5123 Notes: 1. Pending Underground Plumbing approval for relocation of Water service Line - (See Access Panel) at SW corner 2/16/2023 2/16/2023 VwosRGRVVwo BiUCen»e" NOT APPROVED Water Service Line 'House/Meter Notes: Underground Plumbing - Not approved 1. New Water service line (From House to Water meter) was buried w/o required Blue Tracer wire. l.Install missing tracer wire and reschedule this inspection. °PERMIT COORD COPY PLAN REVIEW/RO !NG SLIP PERMIT l'AJMBER: D19-0362 DATE: 8/18/20 PROJECT NAME: AJ RESIDENCE - LOT4. SITE ADDRESS: 15319 65TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision #_ _ after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural A-p Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 8/18/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved r Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) P 10/13/20 Fire Fees Apply REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Developmen 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:ihvww.TukwilaW'A.gov Cif yROp uED AUG 1 2020 Revision submittals must be submitted in person at the Permit cg Revisions will not be accepted through the mail, fax, etc. ER Date: 6/22/2020 Plan Check/Permit Number: DI9-0362 ❑ Response to Incomplete Letter # EZ Response to Correction Letter # _ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: AJ RESIDENCE - LOT 4 - 15319 65TH AVE S Project Address: 15319 65th Ave S, Tukwila, WA 98188 CITY OF IUKWILA AUG 18 2020 PERMIT CENTER Contact Person: Hamid Korasani Phone Number: 425-214-2280 Summary of Revision: Revised site plan indicating that there are no existing trees on site Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision t� - 0•(-- (;.. Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 0 W:\Permit Ceeter\TernplatesWorms\Revision SFomtdac Revised: Augut 2015 SAZEI Design Group, LLC 6608 110'h Ave. N. E. Kirkland, WA. 98033 Tel: (425) 214-2280 June 22, 2020 Meredith Sampson City of Tukwila Planning Plans Examiner Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila Washington 98188 Project: COMBOSFR Permit Application Number: D19-0362 Project: AJ Residence- Lot 4 Project Address: 15319 65th Ave S. Parcel # 3597000323 Subject: Response to City of Tukwila Plan Review Comments Dear Meredith Sampson, cEs-TER This is in response to your letter dated April 27, 2020 regarding the 2nd plan review comments for the above referenced project. Based on review of the comments, we have prepared our response to the following comment as listed in your letter: 1. Apply for a tree permit or tree being removed on the property. Response: There are no existing trees on the property. A note has been added to the site plan indicating that there are no trees on site. See sheet A1.2 If you have any questions or require further clarifications, please feel free to contact me at (425) 214-2280, or via e-mail at hamidkorasani@yahoo.com . Your swift response to this matter is greatly appreciated. Sincerely, SAZEI Design Group, LLC AWFLAVA€241140g7,1W Hamid G. Korasani, P. E. Principal City of Tukwila Department of Community Development April 27, 2020 HAMID KORASANI 6608 110 AVE NE KIRKLAND, WA 98033 RE: Correction Letter # 2 COMBOSFR Permit Application Number D19-0362 AJ RESIDENCE - LOT 4 - 15319 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 depai lucent must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. Apply for a tree permit for tree being removed on the property. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, r—Ri( Bill Rambo Permit Technician File No. D19-0362 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1° PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0362 PROJECT NAME: AJ RESIDENCE - LOT 4 SITE ADDRESS: 15319 65 AVE 5 Original Plan Submittal X Response to Correction Letter # DATE: 0245/2020 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: uilding Division 3.3 NO Public Works Fire Prevention Structural NtC) Planning Division /h\lti\le Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/27/2020 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (le: Zoning Issues) 0_4/09/2020 Fire Fees Apply REVIEWER'S INITIALS: DATE: Permit Center Use Only -11)CORRECTION LETTER MAILED: 2H Departments issued corrections: Bldg Fire D Ping PW J Staff initials: 14, 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: 0 2.1,2.51d0A 0 Plan Check/Permit Number: D19-0362 LI Response to Incomplete Letter # Response to Correction Letter # 1 RECEIVED CITY OF TUKWILA [1] Revision # after Permit is Issued LJ Revision requested by a City Building Inspector or Plans Examiner E Deferred Submittal # Project Name: AJ Residence — Lot 4 Project Address: 1 53 19 65 Ave S Contact Person: FEB 2 5 2020 PERMIT CENTER Phone Number:a206 1.1 Summary of Revision: 710 ; ter/4 SdeA614e7 fire( AA.44e1-424' D/9 03./ keet 141 2 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A °I r72;f• Entered in TRAKiT on CAUserMbill-r\DesktoplRevision Submittal Form.doc Revised: August 2015 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: Account -4mount 000.345.830.00.00 $3,795.88 000.345.830.00.00 $4,315.67 Total $8,111.55 Thank you! 0 City of Tukwila Allan Ekberg, Mayor Deportment of Community Development January 30, 2020 I1AMID KORASANI 6608 110 AVE NE KIRKLAND, WA 98033 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0362 AJ RESIDENCE - LOT 4 - 15319 65TH AVE S Dear HAMID KORASANI, 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 engineet. 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 Traffic Concurrency Certificate Application for (this 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) Submit copy of the Geotech report and a letter from your Geotech Engineer that the storm drainage/site design meets the geotech report criteria. 4) Please clarify storm drainage connection per attached red -line. 5) A Transportation Impact fee applies to this project. 6) Work within the 65th Ave S and Public right-of-way requires a Street Use perrnit 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 bv a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0362 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ClIERMIT COORD COPY (3 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0362 DATE: 11/14/2019 PROJECT NAME: AJ RESIDENCE - LOT 4 SITE ADDRESS: 15319 65TH AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ta, 11\141 Building Division &s coo0 ?-0.02-0 Public Works hA Fire Prevention Structural MC) it\I Planning Division • Permit Coordinator III PRELIMINARY REVIEW: Not Applicable 17 (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: Lil APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews DUE DATE: 12/17/2019 Approved with Conditions r Denied (ie: Zoning Issues n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 0.--4)0741 Departments issued corrections: Bldg Fire El Ping Staff Initials: 12/18/2013 Residential Sewer Use Gtification Sewage Treatment CapaciLy Charge Li 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 15.5/9 6.510 Alike s Property Street Address A / City State ZIP A-C-11\4 4C-4/ Owner's Name 95) )/1,-1 ST Owner's Mailing Address ekTACC--- kk City State ZIP 47.0 -- g34 — 6 2 3 Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): A-3 /4\5-if7 t4h1/1-5//2— Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) kSingIe-family (free standing, detached only) Multi -Family (any shared walls): 0 Duplex (0.8 RCE per unit) LI 3-Piex (0.8 RCE per unit) LI 4-Plex (0.8 RCE per unit) E 5 or more (0.64 RCE per unit) No. of Units x 0.64 = [1:1 Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? iYes ENo If yes, will this property have a Homeowner's Association? 0 Yes 0 No 1.0 1.6 2.4 3.2 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? LIIYes 0No Was structure on Sanitary Sewer? El Yes 0 No Was Sewer connected before 2/1/90? 0 Yes Ejl No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? 0 Yes LJNo 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 Metropolitan 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 ch rge is to recover costsgppviding sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should1f9sted to King Coun I understand that the information given is orrc€/pdrstand1 d on this information. 1 understand that any deviati Signature of Owner/Representative . n Print Name of Owner/Representative 2/1-571 r/( ater T atn elf--CtT:)ivision at 206-477-5516. pacity charge levied will be based ised capacity charge. Date 1610_6069w_res_sewer_cap_chg_1057.indO White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) City of Tukwila. 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 206-433-0179 DEVELOPER'S PROJECT WARRANTY REQUEST FORM Section 1 « to be compieted by Developer Name of Development: 12 Address: 16319 16 '17 Release should be sent to: Name: Lot 3 Date- 21 2(/ 2in''° 5A61) 4 if Address: t4r'S 1 1 75--4 City/State/Zip: f74 6- Permit No: DI9 03a/ Phone Number: ,q0 k Cat -A 1 3 DI9 o362 10 Description of items to be completed (reference plans/documents where items are described): MO° (2) DR-1 VP41741.5 IN -WE ig-16. HT oF k) As the owner othorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ & 0:2199 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: '2-5-/ 2.02/ , or risk having the City use these funds to carry out the work with their own contractor or in-house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. Signed: Title: Section 2 — to be completed by City staff THIS FUND IS AUTHORIZED TO BE ACCEPTED Signed: Amount: $ &(;'00 • 0 0 Department Head: Deposited this Date: 2 11:Cash/Check I=1 Cash Assignment El Bond #0 p . City Receipt No: A :9'. 0 V' Received by: : Section 3 — to be completed by Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent bond. Developer's Representative: Date: To be completed by City staff I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash/cash equivalent/bond. Inspector: Date: Authorized By: Section 4 — to be completed by City Staff Amount Released: $ El Check — Check No. D Cash Equivalent — Letter attached El Bond — Letter attached Date Released: Released by: (P:Forms/Developer's Project Warranty Request Form) 9, 1 .. .• • • , 9ESCRIpTIONS PermitTRAK I ACCOUNT QUANTITY PAID $6,300.00 C20-0007 Address: 15319 65TH AVE $ Apn: 3597000323 $300.00 PUBUC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D19-0361 Address: 15317 65TH AVE S Apn: 3597000322 $6,000.00 PUBUC WORKS $6,000.00 PW BONDS/DEPOSITS IF.ET:AP19 i11,1 , .. . f ,.....„,,EcEIPT:. R20243 B000.239.100 0.00 $6,000.00 $6,300.00 Date Paid: Tuesday, February 25, 2020 Paid By: LH21 LLC Pay Method: CHECK 1972 Printed: Tuesday, February 25, 2020 10:13 AM 1 of 1 ,011111411,14,W PI lir ' . SYS1EMS Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0361 D.. o34.2 Gra or/Borrower: Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Work inside the City Right of ay associated with construction of new SFR © 15317 65th Ave S in Tukwila Avti IS*517 6,6 Abbreviated Work Description: Agb LoT 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, rts 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 DATED this day of rua , GRANTOR(s GRA T R(s): individual(s) STATE OF WASHINGTON ss. COUNTY OF KING On this 2-9 day of k.9(1)4- , 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 m hand and official seal itv the day and year first above written. Name: 6c-CLA NOTARY PUBLIC, in and for the State of Washington, residing at Y--t;A0-1 My commission expires: S- k4k Page 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: Bruce S. MacVeigh, P.E. 5S0 civil Engineer/Small Site Geotechnica) 14245 59* Ave. S. FILE Office-: T(206)114' 2W-7A66958. F16a8x: : arrie pow' May 8, 2008 Subject: Geotechnical Evaluation for Proposed 6-Lot Single Family Resider' ial-Short„ Plat, 15415 65th Avenue S., Tukwila, WA (Kemal Singhillarpat Bual) RE VIE‘tVED FOR CODE COMPLIANCE APPROVED General: AUG 1 9 2020 The purpose of this report is to evaluate the soils on the above property for construction considerations, for stability of existing minor steep slopes on erosion characteristics. Tukwila DIVISION 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. Ground cover attic undeveloped lots varies from scattered small trees to lawn areas. CORRECTION The existing lot in the vicinity of the removed residence has established landscaping. LTRit Soils on site are riot 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. RECEIVED CITY OF TUKWILA Site Geology Information - Topographic Data: FEB 2 5 2020 A field survey topographic mapping of the site has been prepared by Richard Vais#ERMrr CENTER P.L.S. has been prepared in support of the proposed short plat. A copy of this map is ict- 0 b2 ‘x- 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 InformationSubsurface 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 drainage measures for the future use of the site. Site Geology Information - 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 in 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 siope, and the inherent stren of the undisturbed soils at the surface. Site Geology Information - Seismic Hazard: 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 slopes 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 of failure occurring previously on this site or in the surrounding area. Based on the above, the possibilityof 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 l3ngineering 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 onconsiderations discussed above, that the existing slopes are geologically stable for the intended use. Geotechnical Engineering Information - Proposed Angles of Cut and Fill Slopes Site Grading Requirements: 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 beta 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 pressure of 2,000 PSF is suitable for undisturbed soils for this site. All foundations should be placed 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 unenginaered old fill during construction should be evaluated prior to placement of foundations or roads/driveways in those areas. Based on observed soils, a lateral resistance factor 010.40 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 recommended that the inside of the basement wall footings be backfilled against prior to exterior backfilling as a good general construction practice. This backfilling may be omitted in shallow crawl space foundations. Based on experience with similar soils used for wood frame residential construction,, a settlement of less that 1/4 inch would be expected within a 50 foot length offoundation. It 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 ba.ckfill, 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 forthis site, except in utility trenching, is minimal. As indicated above, backfilling of minor 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. Geoteehnical Engineering Info Vulnerability 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 Mope areas should be protected with straw or tarping 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 Information - Suitability of On -Site Soils for Use asFill: 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 nen-structural 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 weather. 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 TIvIC Risk Statement Requiretnents) While the general slope of the site is typically about 10 to 15 percent in the construction areas, SWIM 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 of risk). Questions relating to this report and to site related problems which may arise durin construction of the new residences may be directed to this office. Bruce S. MaeVEigh, Civil Engineer 41 bualspgeo/0668 7 14 at SOIL LOGS 31 OCT 06 SL1 0-20" 20-36"+ SL2 0-12" 12-36"+ SL3 0-30" 30-36"+ SL4 0-18" 18-36"+ SANDY CLAY CLAY, MOTTLED SANDY CLAY CLAY, MOTTLED SANDY CLAY CLAY, MOTTLE? SANDY CLAY CLAY, MOTTLED • 1.3`1=, , • PROJECT: ENGINEER: STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN PWIND AND SEISMIC ANALYSIS &DESIGN FOUNDATION ANALYSIS AND DESIGN A J Residence -Tukwila Lot 4 New Single Family Residence 15319 65th Ave South Tukwila, WA 98188 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 19 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER DV+O3LoL 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. JOB # A J Residence -Tukwila lot-2018 DATE: 11/29/2018 PROJECT NAME: A J Residence -Tukwila Lot 4 PROJECT ADDRESS: 15319 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@yahoacom 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-mail: hamidkorasani@yahoo.com JURISDICTION: City of Tukwila Washington STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN WIND AND SEISMIC ANALYSIS &DESIGN FOUNDATION ANALYSIS AND DESIGN PROJECT: FILE ENGINEER: Li I -OR JMP NCE PRO D MAY 2019 City of Tukwila BUILDING DIVISION A J Residence -Tukwila Lot 4 New Single Family Residence 15319 65th Ave South Tukwila, WA 98188 SAZEI Design Group, LLC Consulting Engineers JOB # A J Residence -Tukwila lot-2018 DATE: 11 /29/2018 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: A J Residence IJOB#: A J Residence -Tukwila lot 4-2018 Load Definitions (Per section 1602, J.B.C. 2015) LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitud, such as dead loads. All other loads are variable loads. Symbols & Notations D = Dead Loads. D I = 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 material& 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„d = Nominal design wind speed (3-second gust), miles per hour (mph) where applicable V „it = 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 acConianCe with Chapter 10 ASCE 7-10 PROJECT: A J Residence JOB#: A J Residence -Tukwila ot 4-2018 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 I.B.C. 2015 Code without exceeding the appropriate specified allowable stresses for the materials of construction. 1604.3 Serviceability. Structural systems and members thereof shall be design to have adequate stiffness to limit deflections and lateral drift as required by Table 1604.3 of the IBC 2015 Code and Section 12.12.1 of the ASCE 7-10 )are 11141.3 Deflection Limits "cAr Construction L S or WI D+L " Roof memberse Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling 1/360 1/240 1/360 1/240 1/360 1/180 1/180 1/180 1/120 Floor e bers r Y360 U240 With plaster or stucco finish ..- V360 .. — With other brittle material ----- 1/240 ---- With flexible finishes — 1/120 ... ---- Refer to Table 1604.3 of the LB.C. 2015 for footnotes a, b,c,d,e,g,h, and I. PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 4-2018 LOAD COMBINATIONS PER SECTION 1605 LB.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 pecified in Section 1605.2, 1605.3.1 or 1605.3,2 2. The load combinations specified in Chapters 18 through 23, and 3. The seismic load effects including overstrength factor in accordance with Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7-10. With the simplified procedure of ASCE 7-10 Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 of the ASCE 7-10 shall be used. Section 1605.3 Load combinations using allowable stress design Section 1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by the code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads: D + F (Equation 16-8) D+H+F+L (Equation 16-9) D+H+F+(L, or S or R) (Equation 16-10) D+H+F+0.75(L)+0.75(L r or S or R) D+H+F+(0.6W or 0.7E) D+H+F+0.75(0.614)+0.75L+0.75(L, or S or R) D+H+F+0.75(0.7E)+0.75L+0.75S 0.6D+0.6W+H 0.6(D+F)+0.7E+H (Equation 16-11) (Equation 16-12) (Equation 16-13) (Equatilon 1644) (Equation 16-15) (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-Tuk 0 4 JOBtf: A J Residence -Tukwila lot-2018 Dead Loads (Per Section 1606, I.B.C. 2015) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. in absence of definite information, values used shall be subject to the approval of the building official Roof Dead Loads Asphalt shingles 1/2" Plywood #30 Felt Pre-eng. trusses @ 24" o.c. R-49 Insulation: 5/8" G.W.B. Electrical and Mechanical TOTAL. LOADS 0•00111.0.“ ..... litl.•.<11r.11.11. USE: 15 p.s.f. for design USE: 6.00 p. s. f. over the roof area to account for wall partition weight for seismic calculations 2.00 p.s.f. 1.60 p.s.f. 0.30 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 11.90 p.s.f. 'PROJECT: A J Residence -Tukwila Lot 4 lJOB#: A J Residence -Tukwila lot-2018 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 TJI joist (8i 16" OC R-25 insulation 5/8" G.W.B. Electrical and Mechanical ............................. .............. "............. ............................. ............................. 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. TOTAL LOADS 12.90 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 PROJECT: A J Residence -Tukwila Lot 4 JOB#: A J Residence -Tukwila lot-2018 Dead Loads (Per Section 1606, I.B.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 T.11 joist @ 16" OC R-25 insulation: 5/8" G.W.B. Electrical and Mechanical TOTAL LOADS ********** 41.11."1,1011000....11111111.11101* 2.00 p.s.f. 2.40 p.s.f. 4.00 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. USE: 15.00 p.s.f. for design USE: 12.00 p.s.f. over the floor area to account for wall partition weight for seismic calculations 13.90 p.s.f. I I PROJECT: A J Residence -Tukwila Lot 4 JOB#: A J Re idenc T kIot-2018 .- 2 X EXTERIOR WALLS /2" Plywood I 1.60 p.s.f. 6 Studs @ 16" o.c. 1.75 p.s.f. 2x6 Top & Bottom Plates 1.00 p.s.f. R-30 Insu - tion 1.00 p.s.f. 5 G.W.E. 2.50 p.s.t Electrical and Mechanical 1.50 p.s.f. TOTAL LOADS 9.35 p.s.f. USE: 10 p. s. f. for design I.- LATERAL LOADS I Use: 5.00 p.s.f. FOR DESIGN (Per 1.B.C. 2015 Section 1607.14) i 1 I *Assume 6.00 p. s. f. of roof area to account for walls and partitions for seismic calculations. I 1 *Assume 12.00 p.s.f of floor area to account for walls and partitions for seismic calculations PROJECT: A J Residence -Tukwila Lot 4 JOB#: IA J Residence -Tukwila lot-2018 1 I.- 2 X INTERIOR 2x4 Studs cc 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 ps.f. Electrical and Mechanical 1.50 �s.f. TOTAL. LOADS 7.75 p.s.f. USE: 10.00 p.s.f for design IL- LATERAL LOADS Use: 5.00 p.s.f FOR DESIGN (Per I.B. C 2015 Section 1607.14) *Assume 6.00 p.s.f of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f of floor area to account for walls and partitions for seismic calculations [PROJECT: A J Residence IJOBtk A J Residence -Tukwila lot 4-2018 Live Loads (Per Section 1607, IBC 2015) Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 1607.1 Live loads per LB.0 2015 Table 1612.1 Item 25 Residencial One and Two family dwellings Uninhabitable attics without storage' Uninhabitable attics with storage iJk Habitable attics and sleeping areas k All other are3s except balconies and decks areas 10 p.s.f. 20 p.s.f. 30 p.s.f. 40 p.s.f. Hotels and multifamily dwellings Private rooms and corridors serving them 40 p.s.f. Public rooms and corridors serving them 100 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 26 Roofs Ordinary flat pitched, and curved roofs 20 p.s.f. Live load per I.B.C. 2015 Table 1607.1 Item 30 Stairs & Exits One and two family dwellings 40 p.s.f. All other 100 p.s.f. Live load per I.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 Ion reductions shall be per section 1607.12.2 of the 1.8. C. 2015 [PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 4-2018 Alternate floor live load reduction ( Per section 1607.10.2 IBC 2015) As an alternative to Section 1607.10.2, floor live loads are permitted to be reduce in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations. The design live load for any structural member supporting 150 Sq. Ft. or more is permitted to be reduced in accordance with the following equatiion. R=0.08(A-150) Such reduction shall not exceed 1.- 40 percent for horizontal memebers 2.- 60 percent for vertical members 3.- R as determined by the following equation (Equation 16-24) R=23.1 (1 +D/Lo) (Equation 16-25) A = Area of floor supported by the member in square feet D = Dead load per square foot or area supported Lo = Unreduced live load per square foot or area supported R = Reduction in percent. Reduction in roof live load (Per Section 1607.12.2 IBC 2015) Lr = LoR1 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 R1 and R2 shall be determined as follows: R1 = 1 for A <= 200 Sq. Ft. (Equation 16-27) R = 1.2 - 0.001 *At for 200 < At < 600 Sq. Ft, (Equation 16-28) R = 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) 1PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 4-2018 Snow Load; (Per Section 1608 IBC 2015) 1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7-10, but the design roof load shall not be less than determined Section 1607. Ground snow load: Pg = 25 psf (From Fig. 7-1 or Table 7-1 ASCE-7-10) Importance factor Is = 1.00 (From Table 1.5-2 based on Risk Category from Table 1.5-1 of ASCE 7-10) Snow exposure factor Ce = 1.00 (From Table 7-2 ASCE-7-10) Partial Exposure B and C Thermal factor Ct = 1.00 (From Table 7-3 ASCE-7-10) Roof slope factor: Cs = 1.00 (From Fig.7-2 from ASCE-7-10) Design snow load: S=0.7*Ce*CrCs*Pgls (Flat & Sloped Roofs) 'Use 25 psf Snow Load for Design 1 PROJECT: A J Residence JOB#: A J Residence -Tukwila lot 4-2018 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 utt, 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 = 110 mph (Figure 1609A IBC 2015 or Figure 26.5-IA 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 11 (Section 1.5.1 and Table 1.5-2 ASCE 7-10) Wind directionality factor Kd = 0.85 (Section 26.6 and Table 26,6-1 ASCE 7-10) Topographic Factor K zt = (1+K *K2 *K3)2 (Section 26.8 and Figure 26.8-1) asce 7-10 USE Krt = 1.15 nd loads have been calculated based on Chapter 28 Envelope Procedure IPROJECT: A J Residence IJOB#: A J Residence -Tukwila lot 4-2018 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 a Short period site coefficient (at 0.2 s-period) Section 11.4.3 ASCE 7-10 F, Long period site coefficient (at 1.0 s-period) Section 11.4.3 ASCE 7-10 Mapped MCER 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.1 Mapped MCER 5 percent damped, spectra response acceleration parameter at a periods of 1 s as defined in Section 11.4.1 The MCER 5 percent damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section11.4.3 S ms = F ,S s (Equation 11.4-1) RCB 11 SC D F. = 1.00 F, = 1.50 Ss = 1A6 g Si = 0.54 g = 1.46 g The MCER 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 Sam =FvS, (Equation 11.4-2) S mf = 0.82 g Design 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.4 S Ds = 213S ms (Equation 11.4-3) S es = 0.97 g Design 5 percent dampee spectra response- acceleration parameter at a period of 1 s as defined in Section 11.4.4 S DI = 2/3S mr (Equation 11.4-4) S01 = 0.54 g le Importance factor as prescribed in Section 11.5.1 ASCE 7-10 Seismic Design Category D (From Tables 11.6-1 & 11.6-2 ASCE-7-10) Response Modification Factor R=6.5 (From Table 12.2-1 ASCE-7-10) System Overstrength Factor 00 =2.5 (From Table 12.2-1 ASCE-7-05) Deflection Amplification Factor C d = 4 (from Table 12.2-1 ASCE 7-10) I e= 1.00 SDC = D R = 6.50 Qo = 2.50 Cd = 4.00 12/6/2018 Design Maps Summary Report imusGs Design Maps Summary Report User -Specified Input Report Title TUKWILA Lot4 Fri December 7, 2018 05:3419 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46524°N, 122.25312°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.459 g = 0.544 g SM S„ = 1.459 g = 0.816 g SD, = 0.973 g SDI = 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. XV.t .h.r; MC'Ek Response Spectrum 01.'1 I 1;49 i I i• PCAiRd, (WO • ;.4 Deskm Response Spectnun •.4,1 it IPA :Vs! Pcriud. T tativ? 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 data contained therein. This tool is not a substitute for technical subject -matter Irnolviedge. 12/7/2018 Design Maps Detailed Report Design Maps Detailed Report 2012/2015 International Building Code (47.46524°N, 122.25312°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 16133.1 — 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 of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.111)(11 Ss 1.459 g From f g u re 1613.3.1(2)[2] Si = 0.544 g 1 Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASC:E-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class N or Tict, A. Hard Rock >5,000 ft/s N/A N/A to 5,000 ft/s N/A B. Rock 2,500 N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s 1 . D. Stiff Soil 600 to 1,200 ft/s >50 >2,000 psf 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the 1. characteristics: • Plasticity index PI > 20, • Moisture content w. Z. 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 1 , analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 121712018 Design Maps Detailed Report Section 1613.3.3 -- Site coefficients and adjusted maximum considered earthquake spectral ' response acceleration parameters 7ABLE1613.3.3(1) VALVES OF SITE CDEFFIClENTF, Site Class Mapped Spectral Response Acceleration atShort Period A 8 C D F 0.8 1.0 1.2 2.5 1.7 018 1.8 1.0 1.0 0.9 Note/ Use straight-line interpolation for intermediate values wf5, TABLE 1613.3.3(2) VALUES OF SITE COEFFIClEmTF, Site Class Mapped Spectral Response Acceleration atl-sPeriod A 8 C D 0.8 0.8 0.8 0.8 0.8 1.8 1J0 1'8 1.0 1.8 1.7 1.6 1.5 1.4 1.3 2.4 2.0 E 3.5 3.2 2.8 1.5 2.4 2,4 F See Section 11.4.7nfASCE7 Note: Use straight-line interpolation for intermediate values mfS, 12/7/2018 Design Maps Detailed Report t Equation (16-37): Sms = F,Ss = 1.000 x 1.459 = 1.459 g Equation (16-38): Smi = F,Si = 1.500 x 0.544 = 0.816 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SE,s = % Sms = % x 1.459 = 0.973 g Equation (16-40): SDI % Smi = % x 0.816 = 0.544 g 12/7/2018 Design Maps Detailed Report 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 Sos RISK CATEGORY I or II — III - IV S < 0.167g r A A A 0.167g 5. Sos < 0.33g 8 B C 0.33g S Sas < 0.50g C C D 0.50g 5. So, D D D For Risk Cate = I and S= 0.973 g, Seismic Category TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF S„ RISK CATEGORY I or II III IV . S„ < 0.067g A A A 0.067g 5 Sol < 0.133g 8 B C 0.133g 5 S„ < 0.20g C C D 0.20g 5 SD, D D D For Risk Category = I and SR, = 0.544 g, Seismic Design Category = D Note: When S, 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 e "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- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf Wood o ks® Shearwa SOFTWARE FOR WOOD DESIGN WoodWorkst Shearwalls 10.31 A J Residence —Tukwila Lot 4.wsw Project Information OMPANY AND PROJECT INFORMATION Company Project SAZEI Design Group, Hamid Korasani, P.E. (425) 214-2280 LLC. Galustyan Residence 4125 158th Ave SE _ Bellevue, WA. 98006 DESIGN SETTINGS Dec. 7, 2018 11:23:17 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service - - - - Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.50 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 -. - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed llomph 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 Regular Bearing Nall D D All others Topographic Information [ft] Shape Height Length - - - " e Location: - Spectral Response Acceleration St 0.544g Ss: 1. 959g Fwidamental Period T Used Approximate Ta Maximum T E-W 0.252s 0.252s 0.353s N.S 0.252s 0.252s 0.353s E ev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S o ds EccenbicityM 15 15 Loaded at 751/4 ResponseFactor R 6.50 6.50 Fa: 1.00 Fv: L50 WoodWorks® Shearwalls A J Resdence--Tukwila Lot 4.wsw Dec. 7, 2018 11:2317 Structural Data STORY INFORMAT ON Ceiling Level 3 Level 2 Level 1 Foundation Story Floor/Ceiling Wall Elev [fti Depth (MI Height [ft] 6.0 1'-2.0 l'-2.0 6.0 29.83 21.83 10.67 0.50 0.00 8.00 10.00 9.00 BLOCK and ROOF INFORMATION Block Dimensions Iftl Face Type Roof Panels Slope Overhangjft] BIN* 1 3 Story N-S Ridge 1,0catipp,xy . -20. 00 -20. 00 North Gable 90.0 1.50 ttittolit X,Y = 51. 00 65. 50 South Gable 90.0 1.50 ROO X LOCaticin, Offset 5.50 0.00 East Side 36.0 1.50 Rhicietitiritition, Height 48.36 18.53 West Side 36.0 1.50 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence—Tuiapvila Lot 4.wsw Level 1 of 3 J WoodWorks®Shearwalls 10.31 Dec. 7, 2018 11:21:53 Q-1 -2 Q-3 F-1 ' A-1 P-1 M-1 K-1 H-1 E 1 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -25' -30' -35' -20' -15' -10' -5' 05' 10' 15' 20' 25' 30' 35' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 2 of 3 `r? e? WoodWorks® Shearwalls 10.31 -1 Q-2 Q-3 Q-4 Q-5 0-6 Q-7 sisms I1 ••••=mmile N-1 N-2 H-1 E-1 • P-1 P-2 P- A-1 -11111M1111 13 1 K- Dec. 7, 2018 11:21:53 50' Q-8 2 1 40' ▪ 35' 30' 25' - 20' • 1• 5' '9 10' 0' -5' c4 -10' -15' -20' -25' -30' -35' ' - r-25-20' -15' -10' -5' 0' 5 10' 15 20' 30' 35' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Rssidanc9-Tuk wIl Lot 4.wsw Level 3 of 3 Woodworks® Shearwalls 10.31 A-1 -25' -30' -35' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' Dec. 7, 2018 11:21:53 50' 45' 40' 35' 30' 25' 20' 15' 10' 0' -20' WoodWorks® Shea rwalls SOFTWARE FOR WOOD DESIGN A J itssiklencs--Ttdoidla Lot 4.wsw Level 3 of 3 WoodWorks® Shearwalis 10.31 Dec. 7, 2018 11:21:53 r I i i * 1 t C I et k 0: P C' (i s s ..,.. .-- ,.. 1 A -15' -10' 5' 10' 15' 20' 25' 30' 45' 40' 35' 30' 25' 20' 15' 10' 0' -5' -10' 15' WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SHEATHING MATERIALS bv WALL GROUP Grp Surf Material Ratng Sheathlng Thick GU in in PIy Or Gvtv lbslin Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 Both Structural sheath 48/24 23/32 - 3 Horz 31000 16d Nail N 2 2 Y 2 2 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 3 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 4 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 2,3 5 1 Struct I OSB 24/16 7/16 - 3 Horz 83500: 8d Nail N 2 12 Y 2,3 2 Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 6 Both Struct Sh OSB 32/16 15/32 - 3 Horz 83500 16d Nall N 2 2 Y 1,2 7 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 12 Y 1,2,3 8 Ext Structural I 24/16 5/16 - 3 Horz 35000 8d Nail N 6 12 Y Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 9 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 10d Nail N 6 12 Y 1,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 10 Both . Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 10 Y 1,2,3 11 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 12 Both ' Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 13 Ext Structural sheath 48/24 23/32 - 3 Horz 31000, 16d Nail N 2 2 Y 2 int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 14 Ext Struct I OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 2,3 Int GYP WB 1-ply 1/2 - - Horz 400po 5d Nall N 7 7 Y 5 n Grp - Wall Design Group number, used to reference wall in other tables Surf Exterior or interior surface when applied to exterior wall Ratng Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply- Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8"; 6d = .092"x 1-7/8"; 8d = .113"x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB, Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails (threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: - - 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. 5. This material does not contribute to seismic shear resistance because of the "Ignore non -wood -panel contribution for all walls" design setting. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b. in d in Spcg in SG E psiA5 Standard Wall 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 Std. Wall 15 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 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Interior Segmented 5 D.Fir-L Stud 1,50 5.50 16 0.50 1.40 6 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 7 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 8 D.Fir-L Stud 1,50 5.50 16 0.50 1.40 9 Hem -Fir Stud 1,50 5.50 16 0.43 1.20 10 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 WoodWorks® Shearwalls A J Residence —Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 FRAMING MATERIALS and STANDARD WALL by WALL GROUP (continued 11 12 13 14 Hem -Fir Stud Hem -Fir No.2 D.Fir-L Stud D.Fir-L Stud 5.50 16 1.50 5.50 16 1.50 5,50 16 1.50 5.50 16 0.43 1.20 0.43 1.30 0.50 1.40 0.50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing ()feuds for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. ^ ^ ShearwaKUs A Lot 4.vsw Dms7, 2018 SHEARLINE, WALL and OPENING DIMENSIONS ' North-southType Wall Shearlines Group Location Extent [ft) Length FHS[ft] X iftj Start End Ift] Wind Seismic Height Line I ' Level 3 zio* 1 oen y wazz z-z oes y Wall z-« xc« y � Wall 1-5 NSW Wall 1-3 mmn Wall z-z NSW Leve12 Line 1 ae« o n*lz 1-4 oen n n^zz z-« oen o Wall 1-2 oeo o Wall z-z NSW wall 1-5 mum ~°lz 1-3 mo= Lo=v|1 Line 1 oes u Wall z-o oes o Wall z-« oeo o Wall z-z ae« o Wall 1-1 won wazz 1-3 muw m,lz 1-5 mow Line LeveIa Line z sen s . Wall o-z oeo a Leve|o Line z aeo zo Wall z-o seg zo w"lz u-z oe« zo Line Leve}* Line o u°s s w"zz 3-1 aen y Levp'm zuoe z aen « Wall 1-1 ae« o Line Lovell Line « oeo zz Wall «-z oeg 11 Line Leve|o Line 5 wsn mazz 5-1 nv= Line Level Line e oeo z wall o-z ar« c Le"e|2 Line o ae9 4 Wall o-z s*9 4 Lovell Line s oe« z mazz a-x o*n z wall o-z oe« z Line Line 7 aeo « wall r-z neg * Wall 7-2 aeg 4 Line LeweIo Line o aeg * Wall o-z see 4 Levw|o Line n aen * wall e-z oen 4 -18.00 19.50 -zn.uo -1o.no -m.00 -2n.00 -1.sn -y'ou oz.m 22.00 45.50 u'so -4.00 65.50 4 .on 5.00 -o.00 -cn.ou *s,sn 65.50 -«.no -zz.su 2.50 14.00 's.no -oo.nu 45.50 65.50 -s.00 -o,mo 1,01 zv.no 1.50 -uu.uo 45,50 65.50 1.50 41.00 «s.su *.50 6.00 «o.sn s'ou 4n'so 45.50 5.00 45.50 s'oo 22.00 22.00 9.00 *.on 5.00 9.00 4.00 5.00 14.00 14.00 z«.00 14.00 10.00 10.00 10,10 11.10 4'sn «.so «,so *.so 0.00 0.00 8.00 -zo'oo 45.50 65.50 16.00 16.00 8.00 -11.50 4.50 16.00 16.00 16.00 8.00 -zo.on 8.00 -»a'su 45.50 65.50 zz'on 30.50 30.50 30.50 30.50 so'so 8.00 -20.00 45.50 65.50 :z.no 31.00 1,110 -15.00 12,50 e7.50 27"50 er_so 8.00 -18.50 -zs.00 3.50 s.m 3.50 11.77 -2u,ou 11.50 21.00 12.00 33.50 19.00 -eo.00 19.00 9.50 19.00 -zu.00 19.00 12.50 45.50 28.00 «1'sn os.so 'rou 8.00 45.50 65.50 23.00 13.50 45.50 65.50 zs'sn 11.00 15.00 7.00 8.00 15.00 roo 8.00 13'50 13.50 13.50 13.50 11.00 11.00 11.00 11.00 o.uo - _ - - - - - - - _ - 9.00 - 10.00 - 8.00 - 10.00 - - 8.00 - _ A Residence -Tukwila Lot 4.wsmw Dec. 7,2018 GHEARLINE, WALL and OPENING DIMENSIONS (continued) Level 1 Line u m^zl o-z Line 9 Level Line » wuzz g-z Lmw,m Lmw&13 Line zo Wall zn-z Level Line zo wall zo-z Level Line zu Wall zo-1 L/"m,1 Level Line 11 w^zz 1z-« Wall 1z-u wall z1-z e=zx zz-s Wall 1z-x Level Line zz Wall zz-7 wall zz-z wall zz-5 nwzz 1z-4 nazz zz-1 wall zz-s Wall 11-s Wall zz-o Level I Line zz °azz 11-x Wall 11-z Wall zz-1 Seg Seg Seg Seg ncy Seg Seg Seg 4 « « « 4 4 « ne9 12 zs zx 19.00 -20.00 45.50 19.00 2.50 41.00 65.50 38.50 � 38.50 oV-5o 38.50 ya.so 23.00 -zn.on 45.50 65.50 8.00 o'uu 23.00 4.50 12.50 8.00 25.00 -eo.00 45'50 65.50 25.00 35.00 41.00 6.00 zo'on -cn.no 45.50 *5.50 25.00 zs'sn 41.00 1'7.50 8.00 8.00 6.00 o'oo m'no 6.00 zzso !7.00 17.50 17,50 25.00 -zu.on «o'sn 65.50 4.50 o'ao 25.00 sroo «z.50 «.s0 4.50 4.50 � 9.00 _ 10.00 - 8.00 _ 10.00 - - - - smsmwpw Shearlines Typ Location Extent Ifg Length FHS [ft) Height Y Im start End IN Wind Seismic Im Line A Level Line A mom Wall A-1 wmv Level 2 Line A mow Wall u-z nsv "ve|l Line A mon Wall A -I mom Line Levw2 Lin* a uen z Wall 5-2 aeq z Wall a-z aen 1 Lewe|l Line o seg z Wall a-1 oen 1 Line Leve|2 Line o aeg o Wall c-1 aoe u Line Leve|3 Line o opg o Wall o-z sey s Line Levw10 Line u ueo 2 -xo.uo -zo'oo 31.00 51.00 0.00 u'oo -cu.ou -20.00 31.00 sz'oo 0.00 0,00 -cn.ou -zo.00 31.00 oz-oo 0.00 0.00 -zu.Vo -zo.uo 31'00 51.00 0.00 0.00 -eo.00 -en.on 31.00 51'00 0.00 0.00 -zo.00 -un.un 31.00 51.00 0.00 0.00 -zo.on 28.00 o.no 31.00 31.00 11.00 51.00 »'»» 3.00 6.00 3.00 3.00 6.00 3.00 »'»» -zo.sn -cn.00 31.00 51.00 23.00 23.00 -18.50 0.00 31.00 23.00 23.00 23'00 -zs.ov -co.ou 31.00 51.00 3.00 3.00 -15.00 5.00 »'»» »'»» 3,00 3.00 -zz.so -zo.00 sz'nn 51.00 12.50 12.50 -zz.so -4.50 8.00 12.50 1z.m 12.50 -9.00 -co.au 31.00 51.00 7.00 7.00 10.00 - 9.00 - 10.00 - 9.00 _ 10.00 8.00 - WoodWorks@ A Lot4,wsw Dwc7, 2018 SHEARU0E,WALL and OPENING DIMENSIONS (continued) will o-z ae« u Wall o-o oeg 2 Level Line o oeg z n=ll E-z oen z Line Level 1 Line r ocn 4 Wall r-I oeg 4 `|Jn*G Level Line s yeg 2 Wall G-z sey u Wall G-o oem c Line Level Line n aeg z Wall x-z sen z Level Line a oey z Wall o-1 aes c Level 1 Line o s=n 4 Wall a-z oes 4 Line Level Line z o*n z n^lz 1-1 ueg z Line Level Line J oes 4 Wall z-z arg 4 Line Level 3 Line o oe« o w^zz x-z aeo s Level Line n oeo 4 wall o-z oe« * Level Line m aeo * Wall n-1 sey * Line Level I Line L maw Wall L-z NSW Line Level Line m seq_ : wall-m-i Seg 4 Level Line m aeg * Wall M-z acg o Level Line a ue* « Wall a-z oeu * Line Level Line m seo « Wall m-z oeg 4 Level Line m xen 4 Wall m-1 aes « Wall m-z oew * Line Level Line o seg a Wall n-z seg s Line P Level ,y.on -m.on -z«.su 3.50 3.5a3.50 - -g.no -7.50 -o.Vu 3.50 3.50 3.50 - -9.00 -zV.uo 31.00 51.00 16.00 16.00 9.00 -e,00 _uo.on -4.00 16.00 16.00 16.00 - -o.no -xo.00 31.00 51.00 13.00 13.00 9.00 -6.00 -e,ou 8.00 13.00 13.00 13.00 - -].so -20.00 31,00 nz.00 15.50 15'50 8.00 -s.so 8.00 18.50 10.50 10.50 10.50 - -s.so 26.00 31.00 5.00 5.00 5.00 - 2.50 -cu'uo 31.00 51.00 9.50 9.50 8.00 2.50 -o.00 3.50 9.50 9.50 9.50 - 2.50 -uo.uo 31.00 51.00 12.00 12.00 10.00 2.50 -20.00 -o'uo 12.00 12.00 12.00 e.50 -uo.00 31.00 51.00 zz'sn 11.50 9.00 2.50 8.00 19.50 11.50 11.50 zz'so «'so -zo.00 31.00 51.00 9.00 9.00 �o.00 4.m 14.00 23.00 9.00 9.00 9'00 , - 7.00 -zn.00 31.00 51.00 12.00' 12.00 �� 8.00 7.00 19.00 31'00 12.00 12.00 12.00 - 12.50 -cn.on 31.00 51.00 r'so 7.50 12,50 zz.m 19.00 7.50 zso 7.50 8.00 - 12.50 -zo.00 31.00 51.00 11.00 11.00 10.00 12.50 12.00 23.00 11.00 11.00 11.00 - 12.50 -zn.00 31.00 51.00 11.00 11.00 9.00 12.50 8.00 19.00 11.00 zz'no 11.00 - zo'su -zu.00 -m.00 2.00 0.00 0.00 9.00 18.50 -ao.Vo -zo.00 2.00 0.00 0.00 - 23.50 -zo.on zs.5o zrm 31.00 ono 51.00 13.50 13.50- 13.5-0 13.50 8.00 13.50 ` - 23.50 _uo.00 31.00 51.00 24.00 24.00 10.00 23.50 7.00 31.00 u*.ov 24.00 24.00 - 23.50 -zo,on 31.00 23.50 8.00 19.00 »n.so -zo.00 »o.so -zn.00 30.50 -oo.00 30.50 -zn.ou sn.m -y.uo 31.00 -z.5o 31.00 -zo.uo -2.on 51.00 11.00 o.no 9.00 11.00 11.00 11.00 - 51.00 15.50 15.50 15.50 51.00 13.00 6.00 6.00 7.00 7.00 15.50 8.00 15.50 - 13.00 a'oo roo 37.50 -co.00 31.00 51.00 6.00 6.00 37.50 25.00 31.00 6.00 6.00 6.00 10.00 - - 9.00 - n�� UU� ��K�0m��"��~= ~°..��0��"~= AJ Residence -Tukwila Lot 4.wsw Dec'7,208 I S*EARLINE,VALL and OPENING DIMEnSIONm(cpnfin ' Line e oe« « Wall P-z a,g * Wall e-1 uwy « Level Line p neg 7 Wall e-z y*n 7 *all p-a uey 7 Wall e-z map Level Line p arg v Wall e-z sw« 4 Line Level Line u mum Wall U-z mow Level 2 Line O oes o Wall o-s ap« n Wall u-z oeg o m*lz D-x awa u Wall n-o NSW Wall Q-, mam wazz O-o mew Wall o-* mnn Wall u-o NSW Level 1 Line o ooy o wpzz u-1 aey o wall u-z maw Wall o-s muw 41.50 � -20.00 31.00 51.00 3T-.50 35.50' 41.50 3.00 25.50 2e.50 %z.so 22.50 uz.»o -18'00 -5.00 13.00 13.00 13.00 41.00 -uo.nu »z.ou 51.00 zz'on 12.00 «z.00 6.00 11.00 5.00 5.00 5.00 «z.00 zV'oo 25.00 7.00 rou 7.00 «z.ou 11.00 18.00 7.00 0.00 0.00 41.00 -eu.Oo 31.00 51.00 24.00 z«.no 41.00 1.00 25.00 z«.un z«.ou 24.00 «s.sn -20.00 31.00 51.00 0.00 o'ou 45.50 -xo.oV 31.00 51.00 0.00 0.00 45.50 -zn.no 31.00 51.00 12.50 17.00 on'm 1.50 6.00 o'sn 0.00 4.50 45.50 -zn.no -13.50 6'50 6.50 *.nV 45.50 -o.so -z.so 6.00 6.00 6.00 45.50 6.00 17.00 o.ou 0,00 0.00 45.50 17.00 21.50 «.sO 0.00 0.00 45.50 21.50 31.00 9'50 0.00 0.00 45.50 -z.»V 1.50 4,00 0.00 0.00 45.50 -13.50 -u.so 5.00 0.00 0.06 45.50 _zo.00 31.00 51.00 21.50 21.50 «s.so -co.00 z.*o 21.50 21.50 21.50 45.50 1.50 25.50 24.00 0.00 0.00 45.50 25.50 31.00 5.50 0.00 0.00 8.00 - _ . 9.00 _ 8.00 1 - 10.00 - - - »'»« - - _ p'Sw9=segmented, Pf=perforated, NSW =nun-soeanma0 Location - dimension perpendicular to wall FHS - length of fult-height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where oshows associated Standard Wall L WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 1 of 3 0 CI) no.111. M.01. MM. Tr; WoodWorks® Shearwalls 10.31 79..9 79.9 79.9 37.5 714-r f71111111111111111:171., Q-1 E-1 F-1 t.r5 B-1 , ..... till11111111111J911111111111111 Lill 3nfacf5ped gopratectohear-lcVd (1:440' Dec. 7, 2018 11:21:53 65' 60' 0 c) 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' -45' 5' ' 10' 15' 20' 25' 30' 35' 40' 45' 50' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 2 of 3 22.4 76.2 WoodWorks® Shearwalls 10.31 30.0 I I I t Q-1 Q-2 Q-3 Q-4 N-1 N-2 110 I Li 4 # _3S.Infa owed gemeratectahear-t9d A-1 114.5 76.2 illf1111 Q.43 P-2 P.3 • B-1 B-2 Dec. 7, 2018 11:21:53 65' 55' 50' 45' 40' 35' 25' 20' 15' 10' 5' -5' -10' -15' -20' -25' -30' -35' -45' 5' • '10' 1520' 25' 30' 35' 40' 45' 50' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence -Tukwila Lot 4.wsw Level 3 of 3 4I 4 3ginfa v' M d WoodWorks® ails 10.31 30.0 -168.8 A11 168.8-30.0 49.1 - 293.6 293.6 - 49.1 (OW Dec. 7, 2018 11:21:53 65' 60' m 55' 50' 45' 40' 35' 30' 25' m N 20' 15' 10' 5' 0' •5' cp. -10' N -15' 4z! -20' -25' -30' -35' -40' -45' 0` ' :. i 0' 15' 20' 25' 30' 35' 40' 45' 50' WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 Loads WIND SHEAR LOADS (as entered or generated) Level 3 Block Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 F Element W Roof W Roof W Roof W Wall W Wall W Wall E Roof E Roof E Roof E Wall E Wall E Wall E Wall E Wall E Wa11 W Roof W Roof W Roof W Wall W Wall W Wa11 E Roof E Roof E Roof E Wall E Wall E Wall E Wa11 E Wall E Wall S L Gable S Wall S L Gable S wall S Wall S L Gable S R Gable S R Gable S R Gable N L Gable N L Gable N L Gable N Wall N Wall N Wall N R Gable N R Gable N R Gable 5 wall S L Gable S Wall S Wall S L Gable 5 L Gable 5 R Gable S R Gable S R Gable N L Gable N Wall N Wall N L Gable N Wall N L Gable N R Gable N R Gable N R Gable Load Wnd Surf Case Dir Dir 2 W->E Wind 1 W->E Wind Min W->E Wind Min W->E Wind 2 W->E Wind 1 W->E Wind 2 W->E Lee Min W->E Lee 1 W->E Lee 1 W->E Lee 2 W->E Lee Min W->E Lee 2 W->E Lee 1 W->E Lee min W->E Lee 1 E->1,1 Lee 2 E->44 Lee Min E->W Lee 1 E-->14 Lee Min E->W Lee 2 E->W Lee Min E->W Wind 2 E->W Wind 1 E->W Wind Min E->W Wind 2 E->W Wind 1 E->W Wind Min E->W Wind 1 E->W Wind 2 E->W Wind 1 S->N Wind Min 5->N Wind 2 5->N Wind 2 $->N Wind 1 S->N Wind Min S->N Wind 1 S->N Wind Min S->N Wind 2 S->N Wind 1 S->N Lee 2 S->N Lee Min S->N Lee Min S->N Lee 1 S->N Lee 2 S->N Lee Min S->N Lee 2 S->N Lee 1 5->N Lee min N->5 Lee Min N->S Lee 1 N->S Lee 2 N->S Lee 1 N->S Lee 2 N->S Lee 1 N->S Lee 2 N->S Lee Min N->5 Lee Min N->5 Wind Min N->S Wind 1 N->S Wind 1 N->S Wind 2 N->5 Wind 2 N->S Wind 1 N->S Wind Min N->S Wind 2 N->S Wind Magnitude Trib Prof Location ifti [1bs,p1f,psf] Ht Start End Start End Mi. Line -21.50 47.00 63.8 Line -21.50 47.00 85.0 Line -21.50 47.00 78.5 Line -20.00 45.50 32.0 Line -20.00 45.50 36.8 Line -20.00 45.50 49.1 Line -21.50 47.00 149.1 Line -21.50 47.00 78.5 Line -21.50 47.00 198.8 Line -20.00 45.50 33.8 Line -20.00 45.50 25.3 Line -20.00 45.50 32.0 Line -0.50 45.50 25.3 Line -0.50 45.50 33.8 Line -0.50 45.50 32.0 Line -21.50 47.00 198.8 Line -21.50 47,00 149.1 Line -21.50 47.00 78.5 Line -20.00 45.50 33.8 Line -20.00 45.50 32.0 Line -20.00 45.50 25.3 Line -21.50 47.00 78.5 Line -21.50 47.00 63.8 Line -21.50 47.00 85.0 Line -20.00 45.50 32.0 Line -20.00 45.50 36.8 Line -20.00 45.50 49.1 Line -0.50 45.50 32.0 Line -0.50 45.50 49.1 Line -0.50 45.50 36.8 Line -20.00 5.50 0.0 244.5 Line -20.00 31.00 32.0 Line -20.00 5.50 0.0 183.4 Line -20.00 31.00 36.8 Line -20.00 31.00 49.1 Line -20.00 5.50 0.0 148.2 Line 5.50 31.00 244.5 0.0 Line 5.50 31.00 148.2 0.0 Line 5.50 31.00 183.4 0.0 Line -20.00 5.50 0.0 138.8 Line -20.00 5.50 0.0 104.1 Line -20.00 5.50 0.0 148.2 Line -20.00 31.00 32.0 Line -20.00 31.00 30.0 Line -20.00 31.00 22.5 Line 5.50 31.00 148.2 0.0 Line 5.50 31.00 104.1 0.0 Line 5.50 31.00 138.8 0.0 Line -20.00 31.00 32.0 Line -20.00 5.50 0.0 148.2 Line -20.00 31.00 30.0 Line -20.00 31.00 22.5 Line -20.00 5.50 0.0 138.8 Line -20.00 5.50 0.0 104.1 Line 5.50 31.00 138.8 0.0 Line 5.50 31.00 104.1 0.0 Line 5.50 31.00 148.2 0.0 Line -20.00 5.50 0.0 148.2 Line -20.00 31.00 32.0 Line -20.00 31.00 49.1 Line -20.00 5.-50 0.0 244.5 Line -20.00 31.00 36.8 Line -20.00 5.50 0.0 183.4 Line 5.50 31.00 244.5 0.0 Line 5.50 31.00 148.2 0.0 Line 5.50 31.00 183.4 0.0 Level 2 Block Element Load Wnd Surf Magnitude Trib Prof Location [ft] [lbs,p1f,psf] Ht WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:2 :17 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 'Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 'Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 ,Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 W Wall W Wall W Wall W Wall W Wall W Wall W Wall W Wall W Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall W Wall W Wall W Wall W Wall W Wall W Wall W Wall W Wall W Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall E Wall S Wall S wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall N Wall Case Dir Dir 1 W->E Wind Min W->E Wind 1 W->E Wind 2 W->E Wind 2 W->E Wind Min W->E wind 2 W->E Wind Min W->E Wind 1 W->E Wind Min W->E Lee 1 W->E Lee Min W->E Lee 2 W->E Lee 2 W->E Lee 1 W->E Lee Min W->E Lee 2 W->E Lee 1 W->E Lee Min W->E Lee 1 W->E Lee 2 W->E Lee 1 E->W Lee 2 E->W Lee Min E->W Lee Min E->W Lee 2 E->W Lee 1 E->W Lee Min E->W Lee 2 E->w Lee 1 E->W Lee 1 E->W Wind Min E->W Wind Min E->W Wind 1 E->W Wind 2 E->W Wind 2 E->W Wind 2 E->W Wind 1 E->W Wind Min E->W Wind Min E->W Wind 2 E->W Wind 1 E->W Wind 1 S->N Wind Min S->N Wind Min S->N Wind 1 S->N Wind 2 S->N Wind 2 S->N Wind 2 S->N Lee 1 S->N Lee Min S->N Lee 2 S->N Lee mia S->N -Lee 1 S->N Lee Min S->N Lee. 2 S->N Lee 1 S->N Lee 2 'S->N Lee 1 S->N Lee Min S->N Lee 2 N->S Lee 2 N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Lee Min N->S Lee 2 N->S Wind 1 N->S Wind 2 N->S Wind Min N->S Wind 1 N->S Wind Min N->S Wind Min N->S Wind 2 N->S Wind 1 N->s Wind Start End Start - End 2E: Line -20.00 45.50 67.6 Line -20.00 45.50 49.3 Line -20.00 45.50 47.0 Line -20.00 45.50 50.7 Line -20.00 45.50 35.2 Line -20.00 45.50 32.0 Line 27.00 45.50 50.7 Line 27.00 45.50 49.3 Line 27.00 45.50 67.6 Line -20.00 45.50 32.0 Line -20.00 45.50 52.1 Line -20.00 45.50 49.3 Line -20.00 45.50 39.1 Line -20.00 45.50 25.3 Line -20.00 45.50 33.8 Line -0.50 45.50 32.0 Line -0.50 45.50 25.3 Line -0.50 45.50 33.8 Line 14.00 45.50 49.3 Line 14.00 45.50 52.1 Line 14.00 45.50 39.1 Line -20.00 45.50 52.1 Line -20.00 45.50 25.3 Line -20.00 45.50 49.3 Line -20.00 45.50 32.0 Line -20.00 45.50 39.1 Line -20.00 45.50 33.8 Line 27.00 45.50 49.3 Line 27.00 45.50 39.1 Line 27.00 45.50 52.1 Line -20.00 45.50 47.0 Line -20.00 45.50 32.0 Line -20.00 45.50 49.3 Line -20.00 45.50 67.6 Line -20.00 45.50 50.7 Line -20.00 45.50 35.2 Line -0.50 45.50 35.2 Line -0.50 45.50 47.0 Line -0.50 45.50 32.0 Line 14.00 45.50 49.3 Line 14.00 45.50 50.7 Line 14.00 45.50 67.6 Line -20.00 31.00 47.0 Line -20.00 31.00 49.3 Line -20.00 31.00 32.0 Line -20.00 31.00 67.6 Line -20.00 31.00 35.2 Line -20.00 31.00 50.7 Line -20.00 31.00 22.5 Line -20.00 31.00 30.0 Line -20.00 -8.50 49.3 Line -20.00 -8.50 34.7 ,Line --20.0.0 31.-00 32_0 Line -20.00 -8.50 46.2 Line -13.50 -8.50 49.3 Line -13.50 -8.50 34.7 Line -13.50 -8.50 46.2 Line -2.50 31.00 34.7 Line -2.50 31.00 46.2 Line -2.50 31.00 49.3 Line -20.00 31.00 34.7 Line -20.00 31.00 22.5 Line -20.00 31.00 30.0 Line -20.00 31.00 32.0 Line -20.00 31.00 46.2 Line -20.00 31.00 49.3 Line -20.00 31.00 50.7 Line -20.00 31.00 67.6 Line -20.00 31.00 35.2 Line -20.00 31.00 49.3 Line -20.00 31.00 47.0 Line -20.00 31.00 32.0 Line 6.00 31.00 49.3 Line 6.00 31.00 50.7 Line 6.00 31.00 67.6 WoodWorks® Shearwalls A J Residence-Tulcwils Lot 4.wsw Dec. 7, 2018 11:23:17 WIND SHEAR LOADS as e d or n ntinued Level 1 Block F Element Load Wnd Surf Case Dir Dir Magnitude Prof Location [ft] [Ibs,plf,psf] Start End Start End Trib Ht Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Biock 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Biock 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 W Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall lock 1 S Wall Block 1 S Wall Block 1 $ Wall Block 1 S Wall Block 1 S wall Block 1 $ Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall, Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 S Wall Block 1 S Wall ock 1 5 Wall Wind Line -20.00 45.50 51.5 Min W->E Wind Line -20.00 45.50 40.0 2 W->E Wind Line -20.00 45.50 38.6 Min W->E Wind Line -4.50 0.00 45.3 1 W->E Wind Line -4.50 0.00 58.3 2 W->E Wind Line -4.50 0.00 43.7 1 W->E Wind Line 0.00 1.00 58.3 Min W->E Wind Line 0.00 1.00 45.3 2 W->E Wind Line 0.00 1.00 43.7 2 W->E Wind Line 27.00 45.50 38.6 Min W->E Wind Line 27.00 45.50 40.0 1 W->E Wind Line 27.00 45.50 51.5 . 1 W->E Lee Line -20.00 45.50 47.9 Min W->E Lee Line -20.00 45.50 40.0 1 W->E Lee Line -20.00 45.50 42.2 2 W->E Lee Line -20.00 45.50 35.9 2 W->E Lee Line -20.00 45.50 31.7 Min W->E Lee Line -20.00 45.50 45.3 2 W->E Lee Line 14.00 45.50 31.7 1 W-E Lee Line 14.00 45.50 42.2 Min W->E Lee Line 14.00 45.50 40.0 Min E->W Lee Line -20.00 45.50 40.0 2 E->W Lee Line -20.00 45.50 31.7 1 E->W Lee Line -20.00 45.50 42.2 2 E->W Lee Line -4.50 0.00 35.9 Min E->W Lee Line -4.50 0.00 45.3 1 E->W Lee Line -4.50 0.00 47.9 1 E->W Lee Line 0.00 1.00 47.9 Min E->W Lee Line 0.00 1.00 45.3 2 E->W Lee Line 0.00 1.00 35.9 2 E->W Lee Line 27.00 45.50 31.7 1 E->W Lee Line 27.00 45.50 42.2 Min E->W Lee Line 27.00 45.50 40.0 2 E->W Wind Line -20.00 45.50 38.6 2 E->W Wind Line -20.00 45.50 43.7 1 E->W Wind Line -20.00 45.50 58.3 Min E->W Wind Line -20.00 45.50 40.0 Min E->W Wind Line -20.00 45.50 45.3 1 E->W Wind Line -20.00 45.50 51.5 1 E->W Wind Line 14.00 45.50 51.5 Min E->W Wind Line 14.00 45.50 40.0 2 E->W Wind Line 14.00 45.50 38.6 1 S->N Wind Line -20.00 31.00 51.5 2 $->N Wind Line -20.00 31.00 38.6 Min S->N Wind Line -20.00 31.00 45.3 1 S->N Wind Line -20.00 31.00 58.3 Min S->N Wind Line -20.00 31.00 40.0 2 $->N Wind Line -20.00 31.00 43.7 2 S->N Lee Line -20.00 -8.50 28.1 Min $->N Lee Line -20.00 -8.50 40.0 1 $->N Lee Line -20.00 -8.50 37.5 Min S->N Lee Line -13.50 -8.50 40.0 1 S->N Lee Line -13.50 -8.50 37.5 2 S->N Lee Line -13.50 -8.50 28.1 1 S->N Lee Line -2.50 31.00 37.5 Min S->N Lee Line -2.50 31.00 40.0 2 S->N Lee Line -2.50 31.00 28.1 Min S->N Lee Line 1.50 7.00 45.3 1 S->N Lee Line 1.50 7.00 42.5 2 $->N Lee Line 1.50 7.00 31.9 Min S->N Lee Line 7.00 16.00 45.3 1 S->N Lee Line 7.00 16.00 42.5 2 S->N Lee Line 7.00 16.00 31.9 1 S->N Lee Line 16.00 25.50 42.5 Min S->N Lee Line 16.00 25.50 45.3 2 S->N Lee Line 16.00 25.50 31.9 2 N->S Lee Line -20.00 31.00 28.1 Min N->S Lee Line -20.00 31.00 40.0 Min N->S Lee -20.00 31.00 45.3 WoodVVorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 WIND SHEAR LOADS (as entered or 9enerated) (continued) Block 1 S Wall 1 N->S Lee Line -20.0Q 31.00 37.5 Block 1 S Wall 1 N->S Lee Line -20.00 31.00 42,5 Block 1 S Wall ) 2 N->S Lee Line -20.00 31.00 31.9 Block 1 N Wall Min N->S Wind Line -20.00 31.00 40.0 Block 1 N Wall 1 N->S Wind Line -20.00 31.00 51.5 Block 1 N Wall 2 N->S Wind Line -20.00 31.00 38.6 Block 1 N Wall Min N->S Wind Line 1.50 7.00 45.3 Block 1 N Wall 2 N->S Wind Line 1.50 7.00 43.7 Block 1 N Wall 1 N->S Wind Line 1.50 7.00 58.3 Block 1 N Wall 2 N->S Wind Line 6.00 31.00 38.6 Block 1 N Wall Min N->S Wind Line 6.00 31.00 40.0 Block 1 N Wall 1 N->S Wind Line 6.00 31.00 51.5 Block 1 N Wall 2 N->S Wind Line 7.00 16.00 43.7 Block 1 N Wall 1 N->S Wind Line 7.00 16.00 58.3 Block 1 N Wall Min N->S Wind Line 7.00 16.00 45.3 Block 1 N Wall 1 N->S Wind Line 16.00 25.50 58.3 Block 1 N Wall 2 N->S Wind Line 16.00 25.50 43.7 Block 1 N Wall Min N->S Wind Line 16.00 25.50 45.3 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load 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 load factor of 0.60 to wind loads before distributing them to the shearlines. 1. WoodWo $ Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 1 of 3 rn WoodWorks® Shearwalls 10.31 436.8 0 436.8 6 436.8 436. 436.80 436.8 6436.8036.80 436.8 # t _t t ttt tt # t t U s t t t tl 1!# i #� 67.369.�7.3 67.3 i'Jli� B Cr•C65.07.167.169.*' ijB 1.80;488.471.7 Unfactored generated shear Toad (plf) WO Generated building mass (plf,lbs) F1 - Floor area 1 for mass generation — —�� Clwierategcpointkad froroaysll (Ibs 5' 10' 15' 20' 25' 30' Dec. 7, 2018 11:21:53 55' 50' 45' M 40' 35 30' 25 tD 20' 15' 10' 0' -10' -15' -20' -25' -30' -35' -40' -45' 35' 40' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw WoodWorks® Shearwalls 10.31 Level 2 of 3 431.0 0431.04g 431.0 sf1.31.00431.0e 431.0 Q-1 Q-2 Q-3 Q 26.0 N-1 N-2 .P32 H-1 431 0 431.0 QA6 Q-7 P;4 P-3 mommo 0 32.5 '0246 "167 3 6 431,0 140. Unfactored generated shear load (pit) C9—(2) Generated building mass (plf,lbs) Fl - Floor area 1 for mass generation Ggeeratextgoint lo-A0from_2011 (lbs)I5, .44 Dec. 7, 2018 11:21:53 55' 50' 45 40' 35' 30' 25' 20' 15' 10' try co 0' -10' -15' -20' -25' -30' -40' AC' 5' 10' 15' 20' 25' 30' 35' 40' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence --Tukwila Lot 4.wsw Level 3 of 3 fill Unfactored generated shear load (pff) 0-0 Generated building mass (plf,lbs) Fi - Floor area 1 for mass generation r--11 -6611eratrA'point d frogpwall (lip§) -i0' WoodWorks@ Sheen/ails 10.31 0'.. Dec. 7, 2018 11:21:53 60' 55' 50' 45' 40' 35' 30' 25 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' -45' 10' 15' 20' 25' 30' 35' 40' 45' WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 1123:17 UILD NG MASSES Force Building Dir Element Block Wall Line Profile Location [ft] Start End E-W Roof E-W Roof E-W Ceiling Fl E-W Ceiling Fl N-S Roof N-S Roof N-S Ceiling Fl N-S Ceiling Fl N-S L Gable N-S R Gable N-S R Gable N-S L Gable Both Wall 1-1 Both Wall 1-2 Both Wall 1-3 Both Wall 1-4 Both Wall 1-5 Both Wall 2-1 Both Wall 3-1 Both Wall 6-1 Both Wall 7-1 Both Wall 7-2 Both Wall 8-1 Both Wall 10-1 Both Wall 11-1 Both wall 11-2 Both Wall 11-3 Both Wall 11-4 Both Wall 11-5 Both Wall A-1 Both Wall D-1 Both Wall G-1 Both Wall G-2 Both Wall H-1 Both Wall J-1 Both Wall K-1 Both Wall M-1 Both Wall N-1 Both Wall P-1 Both Wall P-2 Both Wall Q-1 Block 1 1 Block 1 11 n/a 1 n/a 11 Block 1 A Block 1 n/a A n/a Block 1 A Block 1 A Block 1 Block 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 1 n/a 2 n/a n/a 6 n/a 7 n/a n/a 8 n/a 10 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a A n/a n/a n/a n/a n/a n/aK n/a Pr n/a14 n/a Q n/a n/a Line Line Line Line -21.50 - 21.50 - 20.00 -20.00 47.00 47.00 45.50 45.50 nitude Trib [Ibs,plf,psf] Width Stat End DIT 324,0 324.0 153.0 153.0 324.0 324.0 153.0 153.0 Line -21.50 32.50 411.0 411.0 Line -21.50 32.50 411.0 411.0 Line -20.00 31.00 196.5 196.5 Line -20.00 31.00 196.5 196.5 Line -20.00 5.50 213.1 0.0 Line 5.50 31.00 0.0 213.1 Line -20.00 5.50 213.1 0.0 Line 5.50 31.00 0.0 213.1 Line -20.00 2.50 46.0 46.0 Line 2.50 7.50 46.0 46.0 Line 7.50 14.50 46.0 46.0 Line 14.50 20.00 46.0 46.0 Line 20.00 45.50 46.0 46.0 Line 19.50 41.50 26.0 26.0 Line -11.50 2.50 26.0 26.0 Line -11.50 4.50 26.0 26.0 Line 21.00 26.00 26.0 26.0 Line 33.50 41.50 26.0 26.0 Line 9.50 23.00 26.0 26.0 Line 35.00 41.00 26.0 26.0 Line -20.00 -0.50 46.0 46.0 Line -0.50 12.50 46.0 46.0 Line 12.50 29.00 46.0 46.0 Line 29.00 34.50 46.0 46.0 Line 34.50 45.50 46.0 46.0 Line -20.00 31.00 46.0 46.0 Line -4.50 8.00 26.0 26.0 Line 8.00 18.50 26.0 26.0 Line 26.00 31.00 26.0 26.0 Line -6.00 3.50 26.0 26.0 Line 19.00 31.00 26.0 26.0 Line 11.50 19.00 26.0 26.0 Line 17.50 31.00 26.0 26.0 Line -18.00 -2.50 26.0 26.0 Line -18.00 -5.00 26.0 26.0 Line 3.00 25.50 26.0 26.0 Line -20.00 31.00 46.0 46.0 Level 2 Force Building Block Wall Dir Element Line E-W Floor Fl n/a 1 Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both wall 1-4 n/a 1 Both Wall 1-5 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a Both Wall 6-1 n/a 6 Both Wall 7-1 n/a 7 Both Wall 7-2 n/a Both Wall 8-1 n/a 8 Both Wall 10-1 n/a 10 E-W Floor Fl n/a 11 Both Wall 11-1 n/a 11 Both Wall 11-2 n/a 11 Both Wall 11-3 n/a 11 Both Wall 11-4 n/a 11 Both Wall 11-5 n/a 11 Magnitude inb ' Profile LocatIonn flbs,p1f,psf] Width Start End Start End Uti Line -20.00 45.50 255.0 255.0 Line -20.00 2.50 46.0 46.0 Line 2.50 7.50 46.0 46.0 Line 7.50 14.50 46.0 46.0 Line 14.50 20.00 46.0 46.0 Line 20.00 45.50 46.0 46.0 Line 19.50 41.50 26.0 26.0 Line -11.50 2.50 26.0 26.0 Line -11.50 4.50 26.0 26.0 Line 21.00 26.00 26.0 26.0 Line 33.50 41.50 26.0 26.0 Line 9.50 23.00 26.0 26.0 Line 35.00 41.00 26.0 26.0 Line -20.00 45.50 255.0 255.0 Line -20.00 -0.50 46.0 46.0 Line -0.50 12.50 46.0 46.0 Line 12.50 29.00 46.0 46.0 Line 29.00 34.50 46.0 46.0 Line 34.50 45.50 46.0 46.0 t. 1. WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 BUILDING MASSES (continued) N-S Floor FI Both Wall A-1 Both Wall D-1 Both Wall G-1 Both Wall G-2 Both Wall 8-1 Both Wall J-1 Both Wall K-1 Both Wall M-1 Both Wall N-1 Both Wall P-1 Both Wall P-2 N-S Floor Fl Both Wall 0-1 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 2-1 Both Wall 2-2 Both Wall 3-1 Both Wall 5-1 Both Wall 6-1 Both Wall 8-1 Both Wall 9-1 Both Wall 10-1 Both Wall 11-1 Both Wall 11-2 Both Wall 11-3 Both Wall 11-4 Both Wall 11-5 Both Wall 11-6 Both Wall 11-7 Both Wall 11-8 Both Wall A-1 Both Wall B-1 Both Wall 5-2 Both Wall C-1 Both Wall E-1 Both wall E-2 Both Wall H-1 Both Wall I-1 Both Wall K-1 Both Wall M-1 Both Wall N-1 Both Wall N-2 Both Wall P-1 Both Wall P-2 Both wall P-3 Both Wall Q-1 Both Wall Q-2 Both Wall Q-3 Both Wall 4-4 Both Wall Q-5 Both Wall Q-6 Both Wall Q-7 Both Wall 0-8 n/a A n/a A n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 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 3 n/a 5 n/a 6 n/a n/a 9 n/a 10 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a A n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Line -20.00 31.00 327.5 327.5 Line -20.00 31.00 46.0 46.0 Line -4.50 8.00 26.0 26.0 Line 8.00 18.50 26.0 26.0 Line 26.00 31.00 26.0 26.0 Line -6.00 3.50 26.0 / 26.0 Line 19.00 31.00 26.0 26.0 Line 11.50 19.00 26.0 26.0 Line 17.50 31.00 26.0 26.0 Line -18.00 -2.50 26.0 26.0 Line -18.00 -5.00 26.0 26.0 Line 3.00 25.50 26.0 26.0 Line -20.00 31.00 327.5 327.5 Line -20.00 31,00 46.0 46.0 Line -20.00 2.50 57.5 57.5 Line 2.50 7.50 57.5 57.5 Line 7.50 13.50 57.5 57.5 Line 13.50 18.50 57.5 57.5 Line 18.50 27.00 57.5 57.5 Line 27.00 45.50 57.5 57.5 Line -9.00 -6.00 32.5 32.5 Line -0.50 2.50 32.5 32.5 Line -9.00 1.00 32.5 32.5 Line 40.50 45.50 32.5 32.5 Line -18.50 12.00 32.5 32.5 Line 12.50 23.50 32.5 32.5 Line 4.50 12.50 32.5 32.5 Line 23.50 41.00 32.5 32.5 Line -20.00 -18.50 57.5 57.5 Line -18.50 -2.00 57.5 57.5 Line -2.00 0.50 57.5 57.5 Line 0.50 4.50 57.5 57.5 Line 4.50 14.00 57.5 57.5 Line 14.00 18.50 57.5 57.5 Line 18.50 23.50 57.5 57.5 Line 23.50 45.50 57.5 57.5 Line -20.00 31.00 57.5 57.5 Line 8.00 11.00 32.5 32.5 Line 28.00 31.00 32.5 32.5 Line 5.00 8.00 32.5 32.5 Line -18.00 -14.50 32.5 32.5 Line -7.50 -4.00 32.5 32.5 Line -20.00 -8.00 32.5 32.5 Line 14.00 23.00 32.5 32.5 Line 12.00 23.00 32.5 32.5 Line 7.00 31.00 32.5 32.5 Line -20.00 -14.00 32.5 32.5 Line -9.00 -2.00 32.5 32.5 Line 6.00 11.00 32.5 32.5 Line 11.00 18.00 32.5 32.5 Line 18.00 25.00 32.5 32.5 Line -20.00 -13.50 57.5 57.5 Line -13.50 -8.50 57.5 57.5 Line -8.50 -2.50 57.5 57.5 Line -2.50 1.50 57.5 57.5 Line 1.50 6.00 57.5 57.5 Line 6.00 17.00 57.5 57.5 Line 17.00 21.50 57.5 57.5 Line 21.50 31.00 57.5 57.5 Level 1 Force Building Block Wall Dir Element Line Magnitude Trib Profile Locationn [Ibs,plf,psfj Width Start End Start End Fftl E-W Floor F1 n/a Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 1-4 n/a 1 Both Wall 1-5 n/a 1 Both Wall 1-6 n/a 1 Both Wall 2-1 n/a 2 Line -20,00 45.50 255.0 255.0 Line -20.00 2.50 57.5 57.5 Line 2.50 7.50 57.5 57.5 Line 7.50 13.50 57.5 57.5 Line 13.50 18.50 57.5 57.5 Line 18.50 27.00 57.5 57.5 Line 27.00 45.50 57.5 57.5 Line -9.00 -6.00 32.5 32.5 WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11,23:17 BUILDING MASSES (continued) Both Wall 2-2 n/a. 2 Both Wall 3-1 n/a 3 Both Wall 5-1 n/a 5 Both Wall 6-1 n/a 6 Both Wall 8-1 n/a 8 Both Wall 9-1 n/a 9 Both Wall 10-1 n/a 10 E-W Floor F1 Both Wall 11-1 Both Wall 11-2 Both Wall 11-3 Both Wall 11-4 Both Wall 11-5 Both Wall 11-6 Both Wall 11-7 Both Wall 11-8 Both Wall A-1 N-S Floor F1 Both Wall B-1 Both Wall B-2 Both Wall C-1 Both Wall E-1 Both Wall E-2 Both Wa11 H-1 Both Wall I-1 Both Wall K-1 Both Wall M-1 Both Wall N-1 Both Wall N-2 Both Wall P-1 Both Wall P-2 Both Wall P-3 N-S Floor F1 Both Wall Q-1 Both Wall Q-2 Both Wall Q-3 Both Wall Q-4 Both Wall Q-5 Both Wall Q-6 Both Wall Q-7 Both Wall Q-8 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 3-1 Both Wall 4-1 Both Wall 6-1 Both Wall 6-2 Both Wall 8-1 Both Wall 10-1 Both Wall 11-1 Both Wall 11-2 Both Wall 11-3 Both Wall A-1 Both Wall B-1 Both Wall E-1 Both Wall F-1 Both Wall H-1 Both Wall K-1 Both Wall L-1 Both Wall M-1 Both Wall 0-1 Both Wall P-1 Both Wall Q-1 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a 11 n/a A n/a A n/a B n/a B n/a C n/a E n/a n/a H n/a I n/a K n/a M n/a N n/a N n/a P n/a P n/a n/a 0 n/a Q n/a Q n/a Q n/a Q n/a Q n/a Q n/a Q n/a Q n/a 1 n/a n/a 1 n/a 1 n/a 1 n/a 1 n/a n/a 4 n/a 6 n/a 6 n/a 8 n/a 10 n/a 11 n/a 11 n/a 11 n/a A n/a B n/a E n/a F n/a n/a K n/a L n/a M n/a 0 n/a P n/a 0 Line -0.50 2'50 32.5 32.5 Line -9.00 1.00 32.5 32.5 Line 40.50 45.50 32.5 32.5 Line -18.50 12.00 32.5 32.5 Line 12.50 23.50 32.5 32.5 Line 4.50 12.50 32.5 32.5 Line 23.50 41.00 32.5 32.5 Line -20.00 45.50 255.0 255.0 Line -20.00 -18.50 57.5 57.5 Line -18.50 -2.00 57.5 57.5 Line -2.00 0.50 57.5 57.5 Line 0.50 4.50 57.5 57.5 Line 4.50 14.00 57.5 57.5 Line 14.00 18.50 57.5 57.5 Line 18.50 23.50 57.5 57.5 Line 23.50 45.50 57.5 57.5 Line -20.00 31.00 57.5 57.5 Line -20.00 31.00 327.5 327.5 Line 8.00 11.00 32.5 32.5 Line 28.00 31.00 32.5 32.5 Line 5.00 8.00 32.5 32.5 Line -18.00 -14.50 32.5 32.5 Line -7.50 -4.00 32.5 32.5 Line -20.00 -8.00 32.5 32.5 Line 14.00 23.00 32.5 32.5 Line 12.00 23.00 32.5 32.5 Line 7.00 31.00 32.5 32.5 Line -20.00 -14.00 32.5 32.5 Line -9.00 -2.00 32.5 32.5 Line 6.00 11.00 32.5 32.5 Line 11.00 18.00 32.5 32.5 Line 18.00 25.00 32.5 32.5 Line -20.00 31.00 327.5 327.5 Line -20.00 -13.50 57.5 57.5 Line -13.50 -8.50 57.5 57.5 Line -8.50 -2.50 57.5 57.5 Line -2.50 1.50 57.5 57.5 Line 1.50 6.00 57.5 57.5 Line 6.00 17.00 57.5 57.5 Line 17.00 21.50 57.5 57.5 Line 21.50 31.00 57.5 57.5 Line -20.00 -9.00 51.8 51.8 Line -9.00 -4.50 51.8 51.8 Line -4.50 1.00 51.8 51.8 Line 1.00 8.00 51.8 51.8 Line 8.-00 18:5-0 51.8 51.8 Line 18.50 45.50 51.8 51.8 Line -9.00 -6.00 29.3 29.3 Line 41.00 45.50 29.3 29.3 Line -18.50 -15.00 29.3 29.3 Line -15.00 12.50 29.3 29.3 Line 2.50 41.00 29.3 29.3 Line 37.00 41.50 29.3 29.3 Line -20.00 -18.50 51.8 51.8 Line -18.50 37.50 51.8 51.8 Line 37.50 45.50 51.8 51.8 Line -20.00 31.00 51.8 51.8 Line 8.00 31.00 29.3 29.3 Line -20.00 -4.00 29.3 29.3 Line -5.00 8.00 29.3 29.3 Line 8.00 19.50 29.3 29.3 Line 8.00 19.00 29.3 29.3 Line -20.00 -18.00 29.3 29.3 Line 8.00 19.00 29.3 29.3 Line 25.00 31.00 29.3 29.3 Line 1.00 25.00 29.3 29.3 Line -20.00 1.50 51.8 51.8 Woodworks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 BUILDING MASSES (continued) both Wall Q-2 Both Wall Q-3 n/a n/a 0 Q Line 1.50 25.50 Line 25.50 31.00 51.8 • 51.8 51.8 51.8 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 1113:17 SEISMIC LOADS Level 3 Force Dir Profile Location [ft] Start End Mag (Ibs,plf,psf] Start End E-W Line -21.50 -20.00 134.5 134.5 E-W Point -20.00 -20.00 1615 1615 E-W Line -20.00 -11.50 217.2 217.2 E-W Point -11.50 -11.50 67 67 E-W Line -11.50 -0.50 228.0 228.0 E-W Point -3.50 -3.50 84 84 E-W Line -0.50 2.50 228.0 228.0 E-W Point 2.50 2.50 51 51 E-W Line 2.50 4.50 222.6 222.6 E-W Line 4.50 7.50 217.2 217.2 E-W Point 7.00 7.00 65 65 E-W Line 7.50 9.50 217.2 217.2 E-W Line 9.50 12.50 222.6 222.6 E-W Point 12.50 12.50 40 40 E-W Line 12.50 14.50 222.6 222.6 E-W Line 14.50 19.50 222.6 222.6 E-W Line 19.50 20.00 228.0 228.0 E-W Line 20.00 21.00 228.0 228.0 E-W Line 21.00 23.00 233.4 233.4 E-W Line 23.00 28.00 228.0 228.0 E-W Point 23.50 23.50 73 73 E-W Line 28.00 29.00 222.6 222.6 E-W Line 29.00 33.50 222.6 222.6 E-W Point 30.50 30.50 84 84 E-W Line 33.50 34.50 228.0 228.0 E-W Line 34.50 35.00 228.0 228.0 E-W Line 35.00 41.00 233.4 233.4 E-W Line 41.00 41.50 228.0 228.0 E-W Point 41.50 41.50 192 192 E-W Line 41.50 45.50 217.2 217.2 E-W Point 45.50 45.50 1615 1615 E-W Line 45.50 47.00 134.5 134.5 N-S Line -21.50 -20.00 170.7 170.7 N-S Point -20.00 -20.00 626 626 N-S Line -20.00 -18.00 271.4 278.3 N-S Point -18.00 -18.00 119 119 N-S Line -18.00 -6.00 289.1 330.7 N-S Line -6.00 -5.00 336.1 339.6 N-S Line -5.00 -4.50 334.2 335.9 N-S Line -4.50 -2.50 341.3 348.3 N-S Point -4.00 -4.00 76 76 N-5 Line -2.50 3.00 342.9 362.0 N-S Line 3.00 3.50 367.4 369.1 N-S Line 3.50 5.50 363.7 370.6 N-S Line 5.50 8.00 370.6 362.0 N-S Point 8.00 8.00 86 86 N-S Line 8,00 11.50 362.0 349.8 N-S Point 11.50 11.50 38 38 - N-S Line 11.50 17.50 355.2 334.4 N-S Point 12.00 12.00 43 43 N-S Line 17.50 18.50 339.8 336.3 11-5 Line 18.50 19.00 330.9 329.2 N-S Point 19.00 19.00 73 73 N-S Line 19.00 25.50 329.2 306.6 N-S Point 25.00 25.00 32 32 N-S Line 25.50 26.00 301.3 299.5 N-S Line 26.00 31.00 304.9 287.6 N-S Point 31.00 31.00 626 626 N-S Line 31.00 32.50 170,7 170.7 Level 2 Force Profile Location [ft] Mag glas,p1f,psf] Dir Start End Start End E-W Point -20.00 -20.00 797 797 E-W Line -20.00 -18.50 108.3 108.3 E-W Point -18.50 -18.50 29 29 E-W Line -18.50 -11.50 113.2 113.2 E-W Point -15.00 -15.00 15 15 E-W Point -11.50 -11.50 4642 4642 11 11 1. 1. r. WoodWorks® Shearwalls A J Resldence-Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SEISMIC LOADS (continued) E-W , Line -11.50 -9.00 121.0 121.0 E-W Point -9.00 -9.00 34 34 E-W Line -9.00 -6.00 130.8 130.8 E-W Line -6.00 -2.00 125.9 125.9 E-W Point -3.50 -3.50 1680 1680 E-W Line -2.00 -0.50 125.9 125.9 E-W Line -0.50 0.50 130.8 130.8 E-W Line 0.50 1.00 130.8 130.8 E-W Line 1.00 2.50 125.9 125.9 E-W Point 2.50 2.50 96 96 E-W Line 2.50 4.50 117.1 117.1 E-W Point 4,50 4.50 44 44 E-W Line 4 50 7.50 118.1 118.1 E-W Point 7 00 7.00 1157 1157 E-W Line 7.50 9.50 118.1 118.1 E-W Line 9.50 12.00 122.0 122.0 E-W Line 12.00 12.50 117.1 117.1 E-W Point 12.50 12.50 83 83 E-W Line 12.50 13.50 117.1 117.1 E-W Line 13.50 14.00 117.1 117.1 E-W Line 14.00 14.50 117.1 117.1 E-W Line 14.50 16.50 117.1 117.1 E-W Line 18.50 19.50 117.1 117.1 E-W Line 19.50 20.00 121.0 121.0 E-W Line 20.00 23.00 121.0 121.0 E-W Line 23.00 23.50 117.1 117.1 E-W Point 23.50 23.50 171 171 E-W Line 23.50 27.00 117.1 117.1 E-W Line 27.00 29.00 117.1 117.1 E-W Line 29.00 34.50 117.1 117.1 E-W Point 30.50 30.50 125 125 E-W Line 34.50 35.00 117.1 117.1 E-W Line 35.00 41.00 121.0 121.0 E-W Point 41.00 41.00 93 93 E-W Line 41.00 41.50 112.2 112.2 E-W Point 41.50 41.50 139 139 E-W Line 41.50 45.50 108.3 108.3 E-W Point 45.50 45.50 797 797 N-S Point -20.00 -20.00 1024 1024 N-S Line -20.00 -18.00 140.0 140.0 N-S Point -18.00 -18.00 116 116 N-S Line -18.00 -14.50 152.7 152.7 N-S Line -14.50 -14.00 147.8 147.8 N-S Line -14.00 -13.50 142.9 142.9 N-S Line -13.50 -9.00 142.9 142.9 N-S Line -9.00 -8.50 147.8 147.8 N-S Line -8.50 -8.00 147.8 147.8 N-S Line -8.00 -7.50 142.9 142.9 N-S Line -7.50 -6.00 147.8 147.8 N-S Line -6.00 -5.00 151.8 151.8 N-S Point -5.00 -5.00 49 49 N-S Line -5.00 -4.00 147.8 147.8 N-S Point -4.00 -4.00 55 55 N-S Line -4.00 -2.50 142.9 142.9 N-S Line -2.50 -2.00 139.0 139.0 N-S Line -2.00 1.50 134.1 134.1 N-S Line 1.50 3.00 134.1 134.1 N-S Line 3.00 3.50 138.0 138.0 N-S Line 3.50 5.00 134.1 134.1 N-S Line 5.00 6.00 139.0 139.0 N-S Line 6.00 7.00 143.9 143.9 N-S Line 7.00 8.00 148.8. 148.8 N-S Point 8.00 8.00 212 212, N-S Line 8.00 11.00 148.8 148.8 N-S Line 11.00 11.50 143.9 143.9 N-S Point 11.50 11.50 1995 1995 N-S Line 11.50 12.00 147.8 147.8 N-S Line 12.00 14.00 152.7 152.7 N-S Line /4.00 17.00 157.6 157.6 14-5 Line 17.00 17.50 157.6 157.6 N-S Line 17.50 18.00 161.6 161.6 N-S Line 18.00 19.00 161.6 161.6 N-S Point 19.00 19.00 107 107 N-S Line 19.00 21.50 157.6 157.6 N-S Line 21.50 23.00 157.6 157.6 N-S Point 23.00 23.00 39 39 WoodWo rks® Shearwalls A J R sid c -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SEISMIC LOADS (continued) t N-S Line . 23.00 25.00 N-S Point 25.00 25.00 N-S Line 25.00 25.50 N-S Line 25.50 28.00 N-S Line 28.00 31.00 N-S Point 31.00 31,00 147.8 109 142.9 139.0 143.9 1024 147.8 109 142.9 139.0 143.9 1024 Level 1 Force Profile Location [ft] Mag Ilbs,plftpsf] Dir Start End Start End E-W Point -20.00 -20.00 401 401 E-W Line -20.00 -18.50 52.4 52.4 E-W Point -18.50 -18.50 62 62 E-W Line -18.50 -15.00 56.9 56.9 E-W Point -15.00 -15.00 2491 2491 E-W Line -15.00 -9.00 56.9 56.9 E-W Point -9.00 -9.00 50 50 E-W Line -9.00 -6.00 61.3 61.3 E-W Point -6.00 -6.00 27 27 E-W Line -6.00 -4.50 59.2 59.2 E-W Line -4.50 -2.00 59.2 59.2 E-W Line -2.00 0.50 59.2 59.2 E-W Line 0.50 1.00 59.2 59.2 E-W Line 1.00 2.50 56.9 56.9 E-W Point 2.50 2.50 52 52 E-W Line 2.50 4.50 59.0 59.0 E-W Point 4.50 4.50 1432 1432 E-W Line 4.50 7.50 59.0 59.0 E-W Line 7.50 8.00 59.0 59.0 E-W Line 8.00 12.00 59.0 59.0 E-W Line 12.00 12.50 56.6 56.6 E-W Point 12.50 12.50 49 49 E-W Line 12.50 13.50 56.9 56.9 E-W Line 13.50 14.00 56.9 56.9 E-W Line 14.00 18.50 56.9 56.9 E-W Line 18.50 23.50 56.9 56.9 E-W Point 23.50 23.50 79 79 E-W Line 23.50 27.00 56.9 56.9 E-W Line 27.00 37.00 56.9 56.9 E-W Point 30.50 30.50 3277 3277 E-W Line 37.00 37.50 59.0 59.0 E-W Point 37.50 37.50 13 13 E-W Line 37.50 41.00 59.0 59.0 E-W Point 41.00 41.00 95 95 E-W Line 41.00 41.50 56.6 56.6 E-W Line 41.50 45.50 54.5 54.5 E-W Point 45.50 45.50 401 401 N-S Point -20.00 -20.00 515 515 N-S Line -20.00 -18.00 67.3 67.3 N-S Point -18.00 -18.00 3751 3751 N-S Line -18.00 -14.50 69.6 69.6 N-S Line -14.50 -13.50 67.3 67.3 N-S Line -13.50 -8.50 67.3 67.3 N-S Line -8.50 -8.00 67.3 67.3 N-S Line -8.00 -7.50 65.0 65.0 N-S Line -7.50 -5.00 67.3 67.3 N-S Point -5.00 -5.00 23 23 N-S Point -5.00 -5.00 6404 6404 N-S Line -5.00 -4.00 69.4 69.4 N-S Point -4.50 -4.50 6 6 N-S Line -4.00 -2.50 65.0 65.0 N-S Line -2.50 1.00 65.0 65.0 N-S Line 1.00 1.50 67.1 67.1 N-S Point 1.50 1.50 9 9 N-S Line 1.50 6.00 67.1 67.1 N-S Line 6.00 7.00 69.4 69.4 N-S Line 7.00 8.00 71.7 71.7 N-S Point 8.00 8.00 137 137 N-S Line 8.00 11.00 60.4 80.4 N-S Line 11.00 12.00 78.1 78.1 N-S Line 12.00 17.00 80.4 80.4 WoodWorks® Shearwalls AJ Re dence--Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SEISMIC LOADS (continued) N-S Line 17.00 18.00 80.4 80.4. N-S Line 18.00 19.00 80.4 80.4 N-S Point 19.00 19.00 107 107 N-S Line 19.00 19.50 76.2 76.2 N-S Line 19.50 21.50 74.1 74.1 N-S Line 21.50 23.00 74.1 74.1 N-S Point 23.00 23.00 502 502 N-S Line 23.00 25.00 71.7 71.7 N-S Point 25.00 25.00 50 50 N-S Line 25.00 25.50 69.4 69.4 N-S Line 25.50 . 28.00 69.4 69.4 N-S Line 28.00 31.00 71.7 71.7 N-S Point 31.00 31.00 515 515 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. WoodWorks® Shearwalls A J Residence —Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SHEARWALL DESIGN 1 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 C4.220). Design Summary Ii Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. IHOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. r: 1. Wood orks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 1 of 3 • C • WoodWorks® Shearwalls 10.31 .9 79.9 79.9 79.9 t ; 71411 Arkli 4980 • 585 ' 4828 E,1 Factored shearline force (Ibs) Factored holddown force (Ws) Compression force exists Vertical element required Loads3ghowo304/-, FoRes: amp + F- 0-2 0-3 M-1 K-1 , Bir(') fr 81 A-1 111111111,019.811111111 1444 1:84-0 0-0 --11 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Dec. 7, 2018 11:21:53 65' 60' •••••••••k 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5 -10' -15' -20' -25' -30' 35, 40' -45' -10' -50' 5' 10' 15' 20' 25 30' 35; 40' 45' 50'= WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Rssidenes—Tukwila Lot 4.wsw Level 2 of 3 to- WoodWorks® Shearwalls 10.31 122.4 76.2 76.2 cr; Q-2 Q-3 Q-4 Q-5. Q-6 Q-7 Q-8 41 0 P-3 fr!' _4985 11 3741 *I+ gi) 14 at 3821 o " I 0 cs1 1529 N-2 — Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads3howo3t1V; Fames: 0f + a C-1 A--1 111111 114.5 1930 9 r- 0 B- 4 # Unfactored applied shear load (plf) (2)-0 Unfactored dead load (plf,lbs) C)—C) Unfactored uplift wind load (plf,lbs) --II Applied point load or discontinuous shearline force (lbs) -10' -50' 5' 10' 15' 20' 25' 30' 35' Dec. 7, 2018 11:21:53 65' 60' ,1•••••••11 50' 45' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -35' -40' -45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence -Tukwila Lot 4,wsw Level 3 of 3 2 38 216 2163 1982 1 1201 • 1246 3006 Factored shearline force (lbs) • Factored hotddown force (Ibs) • C Compression force exists • Vertical element required Loads3fShowo3P; Fog's: oloy + �. WoodWorks® Shearwalls 10.31 30.0 - 168.8 N-1 A-1 168.8 - 30.0 0 CD in LO CT) 11- 1 e- - to , I fi 1.J 1 49.1 - 293.6 293.6 - 49.1 I i $ 1 Unfactored applied shear load (plf) 60-0 Unfactored dead load (plf,Ibs) 0-0 Unfactored uplift wind load (plf,lbs) —II Applied point load or discontinuous shearline force (Ibs) -10' -50' 5' 10' 15' 20' 25' 30' 40' • 45' 60' Dec. 7, 2018 11:21:53 65' 60' 55' 50' J5L5 45' 40' 35' 30' 25' co r‘t 20' 15' 10' 5' 0' -5, -10' -15' -20' -25' -30' -35' -45' WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir HAN-Cub Int Ext ASDShearForce[pit] V psi vmax v Int AllowableShear[plf] Ext Co C Total V fps]. Crit Resp. Line 1 Level 3 Lnl, Lev3 9 Both 1.0 1.0 90 - 8.5 125 339 1.00 A 464 4867 0.02 Wall 1-2 9 Both 1.0 1.0 43 8.5 8.5 125 339 1.00 464 2318' 0.02 Wall 1-4 9 Both 1.0 1.0 47 8.5 8.5 125 339 1.00 464 2549 0.02 Level 2 Lnl, Lev2 8 S->N 1.0 1.0 262 - 9.2 125 280 1.00 A 405 11543 0.02 8 N->S 1.0 1.0 269 - 9.4 125 280 1.00 A 405 11543 0.02 Wall 1-4 8 S->N 1.0 1.0 46 9.2 9.2 125 280 1.00 405 2025 0.025 8 N->S 1.0 1.0 47 9.4 9.4 125 280 1.00 405 2025 0.02S Wall 1-6 8 S->N 1.0 1.0 170 9.2 9.2 125 280 1.00 405 7493 0.028 8 N->S 1.0 1.0 175 9.4 9.4 125 280 1.00 405 7493 0.02S Wall 1-2 8 S->N 1.0 1.0 46 9.2 9.2 125 280 1.00 405 2025 0.02S 8 N->S 1.0 1.0 47 9.4 9.4 125 280 1.00 405 2025 0.02S Level 1 Lnl, Levi 8 S->N 1.0 1.0 6962 - 180.8 125 280 1.00 A 405 15593 0.45 8 N->S 1.0 1.0 6929 - 180.0 125 280 1.00 A 405 15593 0.44 Wall 1-6 8 S->N 1.0 1.0 4882 180.8 180.8 125 280 1.00 405 10935 0.45S 8 N->S 1.0 1.0 4860 180.0 180.0 125 280 1.00 405 10935 0.445 Wall 1-4 8 S->N 1.0 1.0 1266 180.8 180.8 125 280 1.00 405 2835 0.45S 8 N->S 1.0 1.0 1260 180.0 180.0 125 280 1.00 405 2835 0.445 Wall 1-2 8 S->N 1.0 1.0 814 180.8 180.8 125 280 1.00 405 1823 0.45S 8 N->S 1.0 1.0 810 180.0 180.0 125 280 1.00 405 1823 0.445 Line 2 Level 3 ' Ln2, Lev3 3 Both 1.0 1.0 1302 59.2 59.2 339 339 1.00 A 677 14895 0.09 Level 2 Ln2, Lev2 10 S->N 1.0 1.0 2619 - 290.9 833 833 1.00 A 1667 14999 0.17 10 N->S 1.0 1.0 2598 - 288.7 833 833 1.00 A 1667 14999 0.17 Wall 2-2 10 S->N 1.0 1.0 1164 290.9 290.9 833 833 1.00 1667 6666 0.17 10 N-sS 1.0 .1.0 1155 288.7 288.7 833 833 1.00 1667 6666 0.17 Wall 2-1 10 S->N 1.0 1.0 1455 290.9 290.9 833 833 1.00 1667 8333 0.17 10 N->S 1.0 1.0 1443 288.7 288.7 833 833 1.00 1667 8333 0.17 Line 3 Level 3 Ln3, Lev3 3. Both 1.0 1.0 2639 188.5 188.5 339 339 1.00 A 677 9479 0.28 Level 2 Ln3, Lev2 4 S->N 1.0 1.0 4168 416.8 416.8 896 896 1.00 A 1792 17920 0.23 4 N->S 1.0 1.0 4330 433.0 433.0 896 896 1.00 A 1792 17920 0.24 Line4 Level 1 -- Ln4, Levl 11 S->N 1.0 1.0 4705 1045.5 1045.5 638 638 1.00 A 1276 5742 0.82 line,6 11 N->S _ 1.0 1.0 4585 1019.0 1019.0 638 638 1.00 A 1276 5742 0.80 Level 3 Ln6, Lev3 2 Both 1.0 1.0 1990 124.4 124.4 833 833 1.00 A 1667 26665 0.07 Level 2 Ln6, Lev2 4 S->N 1.0 1.0 4146 135.9 135.9 896 896 1.00 A 1792 54656 0.08 4 N->S 1.0 1.0 4450 145.9 145.9 896 896 1.00 A 1792 54656 0.08 Levell Ln6, Levl 1 S->N 1.0 1.0 5142 - 165.9 1218 1218 1.00 A 2436 75516 0.07 1 N->S 1.0 1.0 5669 - 182.9 1218 1218 1.00 A 2436 75516 0.08 Wall 6-2 1 S->N 1.0 1.0 4561 165.9 165.9 1218 1218 1.00 2436 66990 0.07 1 N->S 1.0 1.0 5029 182.9 182.9 1218 1218 1.00 2436 66990 0.08 Wall 6-1 1 S->N 1.0 1.0 581 165.9 165.9 1218 1218 1.00 2436 8526 0.07 1 N->S 1.0 1.0 640 182.9 182.9 1218 1218 1.00 2436 8526 0.08 Line 7 Level 3 . Ln7, Lev3 4 Both 1.0 1.0 1158 - 77.2 896 896 1.00 A 1792 26880 0.04 wall 7-1 4 Both 1.0 1.0 540 77.2 77.2 896 896 1.00 1792 12544 0.04 wall 7-2 4 Both 1.0 1.0 617 77.2 77.2 896 896 1.00 1792 14336 0.04 Line8 Ln8, Lev3 4 Both 1.0 1.0 1307 96.8 96.8 896 896 1.00 A 1792 24192 0.05 Level 2 Ln8, Lev2 4 S->N 1.0 1.0 2778 252.5 252.5 896 896 1.00 A 1792 19712 0.14 4 N->S 1.0 1.0 3056 277.9 277.9L 896 896 1.00 A 1792 19712 0.16 WoodWorks® Shearvvatis A J Residence --Tukwila Lot 4. 11:23:17 Dec. 7, 2018 SHEAR RESULT flexible wind design, continued) Level Ln6, Levl Line 9 Level 2 Ln9, Lev2 Linel0 Level 3 Ln10, Lev3 Level 2 Ln10, Lev2 Level 1 Ln10, Levl Line 11 Level 3 Lnll, Lev3 Wall 11-4 Wall 11-2 Level2 Lail, Lev2 Wall 11-7 wall 11-2 Wall 11-5 Wall 11-4 Level 1 Lnll, Levl 4 4 4 4 4 4 4 12^ 12^ 14 14 14 8 8 8 8 8 8 8 8 8 13 13 S->N N->S S->N N->S Both S->N N->S S->N N->S Both Both Both , S->N N->S 6->N N->S , S->N ' N->S, S->N N->S Both S->N N->S 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 4246 4849 416 549 888 1469 1656 2869 3369 329 98 231 823 986 133 159 438 525 252 302 0 1237 1476 . 110.3 125.9 52.0 68.6 148.0 83.9 94.6 637.6 748.7 - 17.8 17.8 - - 26.5 31.8 26.5 31.8 26.5 31.8 22.1 26.4 110.3 125.9 52.0 68.6 148.0 83.9 94.6 637.6 748.7 17.8 17.8 17.8 26.5 31.8 26.5 31.8 26.5 31.8 26.5 31.8 22.1 26.4 896 896 896 896 896 896 896 495 495 125 125 125 125 125 125 125 125 125 125 125 125 125 125 896 896 896 896 896 896 896 495 495 770 770 770 280 280 280 280 280 280 280 280 280 1218 1218 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 A A A A A A A A A A A A A A 1792 1792 1792 1792 1792 1792 1792 990 990 895 895 895 405 405 405 405 405 405 405 405 405 1343 1343 68992 68992 14336 14336 10752 31360 31360 44530.64 4453 16558 4923 11635 12555 12555 2025 2025 6683 6683 3848 3848 - 75208 75208 . 0.06 0.07 0.03 0.04 0.08 0.05 0.05 0.76 0.02 0.02 0.02 0.07 0.08 0.07S 0.08S 0.076 0.085 0.07S 0.08S - S 0.02 0.02 E-W W For MAN -Cub ASOStiearForcefplf) AllowabWSheartplfj Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs) Res?. Line B Level 2 LnB, Lev2 1 W->E 1.0 1.0 490 - 81.7 1218 1218 1.00 A 2436 14616 0.03 1 E->W 1.0 1.0 493 - 82.2 1218 1218 1.00 A 2436 14616 0.03 Wall B-2 1 W->E 1.0 1.0 245 81.7 81.7 1218 1218 1.00 2436 7308 0.03 1 E->W 1.0 1,0 246 82.2 82.2 1218 1218 1.00 2436 7308 0.03 Wall 8-1 1 W->E 1.0 1.0 245 81.7 81.7 1218 1218 1.00 2436 7308 0.03 1 E->W 1.0 1.0 246 82.2 82.2 1218 1218 1.00 2436 7308 0.03 Lovell LnB, Levl 1 W->E 1.0 1.0 4680 203.5 203.5 1218 1218 1.00 A 2436 56028 0.08 1 E->W 1.0 1.0 4799 208.7 208.7 1218 1218 1.00 A 2436 56028 0.09 Line C Level 2 LnC, Lev2 2 W->E 1.0 1.0 3292 1097.4 1097.4 833 833 1.00 A 1667 5000 0.66 2 E->W 1.0 1.0 3331 1110.4 1110.4 833 833 1.00 A 1667 5000 0.67 Line D Level 3 LnD, Lev3 3 W->E 1.0 1.0 3986 318.8 318.8 339 339 1.00 A 677 8463 0.47 3 E->W 1.0 1.0 4012 321.0 321.0 339 339 1.00 A 677 8463 0.47 Line E Level 2 LnE, Lev2 2 W->E 1.0 1.0 5715 816.4 833 833 1.00 A 1667 11666 0.49 2 E->W 1.0 1.0 5795 - 827.8 833 833 1.00 A 1667 11666 0.50 Wall E-1 2 W->E 1.0 1.0 2857 816.4 816.4 833 833 1.00 1667 5833 0.49 2 E->W 1.0 1.0 2897 827.8 827.8 833 833 1.00 1667 5833 0.50 Wall E-2 2 W->E 1.0 1.0 2857 816.4 816.4 833 833 1.00 1667 5833 0.49 2 E->W 1.0 1.0 2897 827.8 827.8 833 833 1.00 1667 5833 0.50 Leval LnE, Levl 2 W->E 1.0 1.0 8101 506.3 506.3 833 833 1.00 A 1667 26665 0.30 2 E->W 1.0 1.0 8259 516.2 516.2 833 833 1.00 A 1667 26665 0.31 Line F LnE, Levl 4 W->E 1.0 1.0 620 47.7 47.7 896 896 1.00 A 1792 23296 0.03 4 E->W 1.0 1.0 643 49.5 49.5 896 896 1.00 A 1792 23296 0.03 Line G Level 3 f. WoodWorks® Shearwalls A J Residence--Tu vda Lot 4.ws 11:23:17 Dec. 7, 2018 SHEAR RESULTS flexible wind desi n, continued LnG, Lev3 Wall G-1 Wall G-2 Line 11 Ln1, Lev3 2 2 2 2 2 2 2 ->E E->W W->E E->W W->E 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1779 1799 1205 1219 574 580 1255 - 114.8 116.0 114.8 116.0 132.1 114.8 116.0 114.8 116.0 114.8 116.0 132.1 833 833 833 833 833 833 833 833 833 833 833 833 833 833 1.00 . 1.00 1.00 1.00 1.00 1.00 1.00 A A A 1667 1667 1667 1667 1667 1667 1667 25832 25832 17499 17499 8333 8333 15832 0.07 0.07 0.07 0.07 0.07 0.07 0.08 2 E->W 1.0 1.0 1305 137.4 137.4 ' 833 833 1.00 A 1667 15832 0.08 Level 2 LnH, Lev2 2 1.0 1.0 2916 243.0 243.0 833 833 1.00 A 1667 19999 0.15 2 1.0 1.0 3015 251.2 251.2 833 833 1.00 A 1667 19999 0.15 Level 1 Ln1, Levl 4 W->E 1.0 1.0 5030 437.4 437.4 896 896 1.00 A 1792 20608 0.24 4 E->W 1.0 1.0 5253 456.8 456.8 896 896 1.00 A 1792 20608 0.25 Line I Level 2 LnI, Lev2 2 1.0 1,0 1529 169.8 169.8 ' 833 833 1.00 A 1667 14999 0.10 2 E->W 1.0 1.0 1600 177.7 177.7 833 833 1.00 A 1667 14999 0.11 Line J Level 3 LnJ, Lev3 4 W->E 1.0 1.0 1201 100.1 100.1 896 896 1.00 A 1792 21504 0.06 4 E->W 1.0 1.0 1247 104.0 104.0 896 896 1.00 A 1792 21504 0.06 Line K LnK, Lev3 5 W->E 1.0 1.0 1982 264.3 264.3 125 1022 1.00 A 1147 8603 0.23 5 1.0 1.0 2058, 274.4 274.4 125 1022 1.00 A 1147 8603 0.24 LoveI2 LnK, Lev2 4 W->E 1.0 1.0 3821 347.3 347.3 896 896 1.00 A 1792 19712 0.19 4 E->W 1.0 1.0 4024 365.8 365.8 896 896 1.00 A 1792 19712 0.20 Level 1 LnK, Levl 4 W->E 1.0 1.0 5122 465.7 465.7 896 896 1.00 A 1792 19712 0.26 4 E->W 1.0 1.0 5429 493.5 493.5 896 896 1.00 A 1792 19712 0.28 Line M Level 3 LnM, Lev3 4 1.0 1.0 2163 160.2 160.2 696 696 1.00 A 1792 24192 0.09 4 E->W 1.0 1.0 2245 166.3 166.3 896 896 1.00 A 1792 24192 0.09 Level 2 LnM, Lev2 4 W->E 1.0 1.0 3851 160.4 160.4 896 896 1.00 A 1792 43008 0.09 4 1.0 1.0 4073 169.7 169.7 896 896 1.00 A 1792 43008 0.09 Level1 LnM, Levl 4" - 1.0 1.0 8168 742.6 742.6 896 896 1.00 A 1792 19712 0.41 4^ E->W 1.0 1.0 8611 782.9 782.9 896 896 1.00 A 1792 19712 0.44 Line N Level 3 LnN, Lev3 4 W->E 1.0 1.0 2446 157.8 157.8 896 896 1.00 A 1792 27776 0.09 4 E->W 1.0 1.0 2534 163.5 163.5 896 896 1.00 A 1792 27776 0.09 Level 2 LnN, Lev2 4 W->E 1.0 1.0 4728 - 363.7 896 896 1.00 A 1792 23296 0.20 4 E->W 1.0 1.0 4901 - 377.0 896 896 1.00 A 1792 23296 0.21 Wall N-1 -4 ->E- 1.0 - 1.0 - -21&2 - 363,7- 3-63,7.- 896 ..89-6- 1-00_ 1792 _ 10752 a.2D 4 E->W' 1.0 1.0 2262 377.0 377.0 896 896 1.00 1792 10752 0.21 Wall N-2 4 W->E 1.0 1.0 2546 363.7 363.7 896 896 1.00 1792 12544 0.20 4 E->W 1.0 1.0 2639 377.0 377.0 896 896 1.00 1792 12544 0.21 Line Level 1 LnO, Levl 6^ W->E 1.0 1.0 5078 846.3 846.3 1003 1003 1.00 A 2005 12030 0.42 6^ E->W 1.0 1.0 5285 880.9 880.9 1003 1003 1.00 A 2005 12030 0.44 Line P Level3 LnP, Lev3 4 1.0 1.0 3507 - 98.8 896 896 1.00 A 1792 63616 0.06 4 E->W 1.0 1.0 3626 - 102,1 896 896 1.00 A 1792 63616 0.06 Wall P-2 4 1.0 1.0 2223 98.8 98.8 896 896 1.00 1792 40320 0.06 4 E->W 1.0 1.0 2298 102.1 102. 896 896 1.00 1792 40320 0.06 Wall P-1 4 W->E 1.0 1.0 1284 98.8 98.8 896 896 1.00 1792 23296 0.06 4 E->W 1.0 1.0 1328 102.1 102. 896 896 1.00 1792 23296 0.06 Level 2 Ln9, Lev2 7^ W->E 1.0 1.0 5845 - 487.1 833 833 1.00 A 1667 19999 0.29 7^ E->W 1.0 1.0 6040 - 503.4 833 833 1.00 A 1667 19999 0.30 Wall - 7^ W->E 1.0 1.0 2435 487.1 487.1' 833. 833 1.00 1667 8333 0.29 7^ W 1.0 1.0 2517 503.4 503.4 833 833 1.00 1667 8333 0.30 Wall P-3 7^ 1.0. 1.0 3409 487.1 487.1 833 833 1.00 1667 11666 0.29 WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SHEAR RESULTS flexible wind design, cont nued Level 1 LnP, Levl Line Q Level 2 7^ 4 4 E->W W->E E->W 1.0 1.0 1.0 1.0 1.0 1.0 3523 6533 6760 503.4 272.2 281.7 . 503.4' 272.2 281.7 833 896 896 833 896 896 1.00 1.00 1.00 A A 1667 1792 1792 11666. 43008 43008 0.30 0.15 0.16 LnQ, Lev2 8 W->E 1.0 1.0 745 59.6 125 280 1.00 A 405 5063 0.15 8 E->W 1.0 1.0 770 61.6 125 280 1.00 A 405 5063 0.15 wall Q-5 8 Both 1.0 1.0 0 125 280 1.00 405 - - S Wall Q-1 8 W->E 1.0 1.0 388 59.6 59.6 125 280 1.00 405 2633 0.15S 8 E->W 1.0 1.0 401 61.6 61.6 125 280 1.00 405 2633 0.155 Wall Q-3 8 W->E 1.0 1.0 358 59.6 59.6 125 280 1.00 405 2430 0.15S 8 E->W 1.0 1.0 370 61.6 61.6 125 280 1.00 405 2430 0.155 Level 1 LnQ, Levl 8 W->E 1.0 1.0 1156 53.8 53.8 125 280 1.00 A 405 8708 0.135 8 E->W 1.0 1.0 1200 55.8 55.8 125 280 1.00 A 405 8708 0.145 Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined In Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along sheartine. 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, 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: Sum of combined shear capacities for all segments on wall For sheartine: 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. L. WoodWorks® Shearwalls A J Residence--Tukwala Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DES Level 1 Line - Wall Line 1 GN (flexible wind desigq Location [ft] Load Posit'n X Y Case 1-2 L End -20.00 -8.87 2 1-2 R End -20.00 -4.62 2 1-4 L End -20.00 1.13 2 ✓ Elem -20.00 2.62 2 ✓ Elem -20.00 7.38 2 1-4 R End -20.00 7.88 2 ✓ Elem -20,00 13.63 2 ✓ Elem -20.00 14.63 2 ✓ Elem. -20.00 18.38 2 1-6 L End -20.00 18.63 2 ✓ Elem -20.00 19.88 2 ✓ Elem -20.00 27.13 2 1-6 R End -20.00 45.38 2 ine 2 Line 3 ✓ Elem -18.00 -8.87 2 ✓ Elem -18.00 -4.12 2 ✓ Elem -18.00 -1.37 2 ✓ Elem -18.00 2.38 2 ✓ Elem -18.00 19.63 2 ✓ Elem -18.00 41.37 2 ✓ Elem -4.00 -11.37 2 ✓ Elem -4.00 -8.87 2 ✓ Elem -4.00 0.88 2 ✓ Elem -4.00 2.38 2 Line4 4-1 L End 1.50 41.13 2 4-1 R End 1.50 45.38 2 ine 6 6-1 L End 8.00 -18.37 1 6-1 R End 8.00 -15.12 1 6-2 L End 8.00 -14.87 1 ✓ Elem 8.00 -11.37 1 ✓ Elem 8.00 4.38 1 ✓ Elem 8.00 11.88 1 6-2 R End 8.00 12.38 1 Line 7 8-1 Line 9 Une 10 ✓ Elem 11.50 21.13 1 ✓ Elem 11.50 27.88 1 ✓ Elem 11.50 33.63 1 ✓ Elem 11.50 41.37 1 L End 19.00 2.62 2 ✓ Elem 19.00 9.63 2 ✓ Elem 19.00 12.63 2 ✓ Elem 19.00 22.88 2 ✓ Elem 19.00 23.38 2 R End 19.00 40.88 2 ✓ Elem 23.00 4.62 2 ✓ Elem 23.00 12.38 2 ✓ Elem 25.00 23.63 2 ✓ Elem 25.00 35.12 2 10-1 L End 25.00 37.13 2 ✓ Elem 25.00 40.88 2 10-1 R End 25.00 41.37 2 Line 11 11-2 L End 31.00 -18.37 2 ✓ Elem 31.00 -2.12 2 ✓ Elem 31.00 -0.37 2 ✓ Elem 31.00 4.62 2 ✓ Elem 31.00 12.38 2 ✓ Elem 31.00 13.88 2 ✓ Elem 31.00 18.63 2 ✓ Elem 31.00 23.38 2 ✓ Elem 31.00 29.13 2 ✓ Elem 31.00 34.38 2 11-2 R End 31.00 37.38 2 Line B Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd 1723 1715 1688 168 171 1680 97 71 99 1643 71 93 1731 3063 3038 3103 3079 479 479 1535 4275 4441 1535 9963 9710 2978 1772 1506 1011 1011 1471 1661 640 640 637 637 1723 1715 1688 168 171 1680 97 71 99 1643 71 173 3063 3038 3103 3079 479 479 Hold-down HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 Refer to upper Refer to upper HD19(1-1/4 Refer to upper Refer to upper Refer to upper HD19(1-1/4 Refer to upper Refer to upper D19(1-1/4 Refer Refer Refer Refer Refer Refer Cap cot fibs] Resp. ^19360 ^19360 "19360 level level ^19360 level level level ^19360 0.08 level level "19360 0.09 to upper level to upper level to upper level to upper level to upper level to upper level 1535 Refer to upper level 4275 Refer to upper level 4441 Refer to upper level 1535 Refer to upper level 9963 9710 2978 1772 1506 1011 1011 1471, 1661 640 640 637 637 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 19(1-1/4 D19(1-1/4 Refer to upper Refer to upper Refer to upper 9( -1/4 teI er Refer Refer Refer 0.09 0.09 0.09 0.09 19360 0.51 19360 0.50 ^19360 ^19360 "19360 level level level "19360 to upper level to upper level to upper level to upper level 999 999 HD19(1-1/4 "19360 789 789 Refer to upper level 2584 2584 Refer to upper level 789 789 Refer to upper level 2843 2843 Refer to upper level 1141 11411 HD19 (1-1/4 - -19360 537 709 851 1235 6076 2196 7135 469 323 145 273 145 327 279 335 149 149 238 537 709 851 1235 6076 2196 7135 469 323 145 273 145 327 279 335 149 149, 2381 1 upper upper upper upper upper upper Refer to upper HD19(1-1/4 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 HD19(1-1/4 "19360 HD19(1-1/4 ^19360 Refer to level Refer to level Refer to level 0.15 0.09 0.08 0.09 0.0 0.0 0.31 0.37 0.02 0.0 WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 20 11:23:17 HOLD-DOWN DESIGN(flexibiewinddesign,continued) B-1 L End . 8.ri- -18.50 2 ✓ Elem 10.88 -18.50 2 ✓ Elem 28.13 -18.50 2 B-1 R End 30.88 -18.50 2 Line C Line D ✓ Elem 5.13 -15.00 2 ✓ Elem 7.88 -15.00 2 ✓ Elem -4.37 -11.50 2 ✓ Elem 7.88 -11.50 2 Line E E-1 L End -19.87 -9.00 2 ✓ Elem -17.87 -9.00 2 ✓ Elem -14.62 -9.00 2 ✓ Elem -7.37 -9.00 2 E-1 R End -4.12 -9.00 2 Line F F-1 L End -4.87 -6.00 2 F-1 R End 7.88 -6.00 2 Line G ✓ Elem 8.13 -3.50 2 ✓ Elem 18.38 -3.50 2 ✓ Elem 26.13 -3.50 2 ✓ Elem 30.88 -3.50 2 Line H ✓ Elem -19.87 2.50 2 ✓ Elem -8.12 2.50 2 ✓ Elem -5.87 2.50 2 ✓ Elem 3.38 2.50 2 H-1 L End 8.13 2.50 2 H-1 R End 19.38 2.50 2 Line 1 ✓ Elem 14.13 4.50 1 ✓ Elem 22.88 4.50 1 Line J ✓ Elem 19.12 7,00 1 ✓ Elem 30.88 7.00 1 Line K K-1 L End 8.13 12.50 1 ✓ Elem 11.63 12.50 1 ✓ Elem 12.13 12.50 1 K-1 R End 18.88 12.50 1 ✓ Elem 22.88 12.50 1 Line M ✓ Elem 7.13 23.50 2 M-1 L End 8.13 23.50 2 ✓ Elem 17.63 23.50 1 M-1 R End 18.88 23.50 2 ✓ Elem 30.88 23.50 2 LineN ✓ Elem -19.87 30.50 2 ✓ Elem -17.87 30.50 2 ✓ Elem -14.12 30.50 2 ✓ Elem -8.87 30.50 2 ✓ Elem -2.62 30.50 2 ✓ Elem -2.12 30.50 2 Line 0 0-1 L End 25.13 37.50 2 0-1 R End 30.88 37.50 2 Line P ✓ Elem -17.87 41.50 2 ✓ Elem -5.12 41.50 2 P-1 L End 1.13 41.00 2 ✓ Elem 3.13 41.50 2 ✓ Elem 6.13 41.50 2 ✓ Elem 10.88 41.50 2 ✓ Elem 18.13 41.50 2 P-1 R End 24.88 41.00 2 ✓ Elem 25.38 41.50 2 Line Q Q-1 L End -19.87 45.50 2 ✓ Elem -13.62 45.50 2 ✓ Elem -8.37 45.50 2 ✓ Elem -2.62 45.50 2 4-1 R End 1.38 45.50 2 2742 2742 896 896 891 891 2795 2795 11972 12113 2603 2620 11972 12113 2603 2620 4629 4629 8792 8792 8915 8915 8792 8792 13635 13635 438 454 438 454 941 941 951 951 966 966 977 977 2482 2482 2566 2566 1085 1085 1129 1129 4024 4024 4203 4203 1747 1828 818 849 4288 2187 3554 6816 3744 1747 1828 818 849 4288 2187 3554: 6816 3744 1621 1621 6839 6839 1306 1306 7210 7210 1715 1715 3795 1283 3934 3772 1329 3910 7948 8273 3795 1283 3934 3772, 1329 3910 7948 8273 806 806 833 833 2476 2476 799 799 5127 5127 5298 5298 5051 5051 7782 7782 826 826 1110 1110 641 641 622 622 643 643 508 508 HD19(1-1/4 "19360 Refer to upper level Refer to upper level 'HD19(1-1/4 "19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 0.14' 0.14 0.24 0.70 HD19(1-1/4 "19360 0.02 HD19(1-1/4 "19360 0.02 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 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 Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level 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 0.21 0.22 0.22 0.35 0.35 0.37 HD19(1-1/4 "19360 0.41 HD19(1-1/4 "19360 0.43 Refer to upper level Refer to upper level HD19(1-1/4 "19360 0.13 Refer to upper level Refer to upper level Refer to upper level Refer to upper level ,HD19(1-1/4 "19360 0.40 Refer to upper level HD19(1-1/4 "19360 0.06 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 0.03. IT WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DESIGN flexible wind design, continued) Level 2 Line- Wall Posit'n Location [ft] X. Y Load Case Shear Tensile ASD Holddown Force (Ibs] Dead Uplift Cmb'd Cap Hold-down [Ibs] Crit Resp. Line t 1-2 L End -20.00 2.62 2 168 168 HD19(1-1/4 '19360 0.01 1-2 R End -20.00 7.38 2 171 171 HD19(1-1/4 '19360 0.01 1-4 L End -20.00 13.63 2 97 97 HD19(1-1/4 '19360 0.01 V Elem -20.00 14.63 2 71 71 Refer to upper level 1-4 R End -20.00 18.38 2 99 99 HD19(1-1/4 '19360 0.01 V Elem -20.00 19.88 2 71 71 Refer to upper level 1-6 L End -20.00 27.13 2 93 93 HD19(1-1/4 '19360 0.00 1-6 R End -20.00 45.38 2 96 96 HD19(1-1/4 '19360 0.00 Line 2 2-1 L End -18.00 -8.87 2 3063 3063 HD19(1-1/4 '19360 0.16 2-1 R End -18.00 -4.12 2 3038 3038 HD19(1-1/4 '19360 0.16 2-2 L End -18.00 -1.37 2 3103 3103 HD19(1-1/4 '19360 0.16 2-2 R End -18.00 2.38 2 3079 3079 HD19(1-1/4 '19360 0.16 V Elem -18.00 19.63 2 479 479 Refer to upper level V Elem -18.00 41.37 2 479 479 Refer to upper level Line 3 V Elem -4.00 -11.37 2 1535 1535 Refer to upper level 3-1 L End -5.00 -8.87 2 4275 4275 HD19(1-1/4 '19360 0.22 3-1 R End -5.00 0.88 2 4441 4441 HD19(1-1/4 '19360 0.23 V Elem -4.00 2.38 2 1535 1535 Refer to upper level Line 6 6-1 L End 8.00 -18.37 1 1370 1370 10019(1-1/4 '19360 0.07 V Elem 8.00 -11.37 1 1011 1011 Refer to upper level V Elem 8.00 4.38 1 1011 1011 Refer to upper level 6-1 R End 8.00 11.88 1 1471 1471 HD19(1-1/4 '19360 0.08 Line7 V Elem 11.50 21.13 1 640 640 Refer to upper level v Elem 11.50 27.88 1 640 640 Refer to upper level V Elem 11.50 33.63 1 637 637 Refer to upper level V Elem 11.50 41.37 1 637 637 Refer to upper level Line 8 V Elem 19.00 9.63 2 789 789 Refer to upper level 8-1 L End 19.00 12.63 2 2584 2584 HD19(1-1/4 '19360 0.13 v Elem 19.00 22.88 2 789 789 Refer to upper level 8-1 R End 19.00 23.38 2 2843 2843 HD19(1-1/4 '19360 0,15 Line 9 9-1 L End 23.00 4.62 2 537 537 0D19(1-1/4 '19360 0.03 9-1 R End 23.00 12.38 2 709 709 0D19(1-1/4 '19360 0.04 Line 10 10-1 L End 25.00 23.63 2 851 851 HD19(1-1/4 '19360 0.04 V Elem 25.00 35.12 2 1235 1235 Refer to upper level 10-1 R End 25.00 40.88 2 2196 2196 HD19(1-1/4 '19360 0.11 Line 11 11-2 L End 31.00 -18.37 2 270 270 HD19(1-1/4 '19360 0.01 11-2 R End 31.00 -2.12 2 323 323. HD19(1-1/4 '19360 0.02 V Elem 31.00 -0.37 2 145 145 Refer to upper level 11-5_ _I, End 31-00 . 4.62_ 2 273 _ 273 HD19(1-1/4_ '19360 0.01 V Elem 31.00 12.38 2 145 145 Refer to upper level 11-5 R End 31.00 13.88 2 327 327 HD19(1-1/4 '19360 0.02 11-7 L End 31.00 18.63 2 279 279 HD19(1-1/4 '19360 0.01 11-7 R End 31.00 23.38 2 335 335 HD19(1-1/4 '19360 0.02 V Elem 31.00 29.13 2 149 149 Refer to upper level V Elem 31.00 34.38 2 149 149 Refer to upper level Line B B-1 L End 8.13 -18.50 2 891 891 HD19(1-1/4 '19360 0.05 B-1 R End 10.88 -18.50 2 896 896 HD19(1-1/4 '19360 0.05 B-2 L End 28.13 -18.50 2 891 891 HD19(1-1/4 '19360 0.05 8-2 R End 30.88 -18.50 2 896 896 HD19(1-1/4 '19360 0.05 Line C C-1 L End 5.13 -15.00 2 11972 11972 HD19(1-1/4 '19360 0.62 C-1 R End 7.88 -15.00 2 12113 12113 HD19(1-1/4 '19360 0.63 Line D V Elem -4.37 -11.50 2 2603 2603 Refer to upper level v Elem 7.88 -11.50 2 2620 2620 Refer to upper level Line E E-1 L End -17.87 -9.00 2 8792 8792 HD19(1-1/4 '19360 0.45 E-1 R End -14.62 -9.00 2 8915 8915 HD19(1-1/4 '19360 0.46 E-2 L End -7.37 -9.00 2 8792 8792 HD19(1-1/4 -19360 0.45 E-2 R End -4.12 -9.00 2 8915 8915 HD19(1-1/4 '19360 0.46. L. A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DESIGN (flexible wand design, continued Line G Line H H-1 H-1 Line I I-1 I-1 Line J Line K K-1 K-1 Line M M-1 Line N N-1 N-1 N-2 N-2 Line P P-1 P-1 P-3 P-3 Line CI Q-1 Q-1 Q-3 Q-3 V Elem V Elem V Elem V Elem L End R End V Elem V Elem L End R End V Elem V Elem V Elem L End V Elem R End L End V Elem V Elem L End V Elem R End L End V Elem R End V Elem V Elem V Elem L End R End L End R End V Elem L End R End L End R End • 8.13 18.38 26.13 30.88 -19.87 -8.12 -5.87 3.38 14.13 22.88 19.12 30.88 11.63 12.13 18.88 22.88 7.13 17.63 30.88 -19.87 -17.87 -14.12 -8.87 -2.62 -2.12 -17.87 -5.12 3.13 6.13 10.88 18.13 24.88 25.38 -19.87 -13.62 -8.37 -2.62 -3.50 -3.50 -3.50 -3.50 2.50 2.50 2.50 2.50 4.50 4.50 7.00 7.00 12.50 12.50 12.50 12.50 23.50 23.50 23.50 30.50 30.50 30.50 30.50 30.50 30.50 41.50 41.50 41.50 41.00 41.00 41.00 41.00 41.50 45.50 45.50 45.50 45.50 2 2 2 2 2 2 2 2 1 1 1 1 1 1 1 1 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 - 941 951 966 977 2482 2566 1085 1129 1747 1828 818 849 2187 3554 2271 3744 1621 1306 1715 3795 1283 3934 3772 1329 3910 806 833 799 5127 5298 5051 5220 826 620 641 622 643 941 951 966 977 2482 2566 1085 1129 1747 1828 818 849 2187 3554 2271 3744 1621 1306 1715 3795. 1283. 3934 3772 1329 3910 806 833 799 5127 5298 5051 5220 826 620 641 622 643 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 HD19(1-1/4 "19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 "19360 Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 "19360 Refer to upper level HD19(1-1)4 "19360 Refer to upper level Refer to upper level Refer to upper level HD9 "8810 HD9 "8810 HD19(1-1/4 '19360 HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 "19360 HD19(1-1/4 "19360 HD19(1-1/4 "19360 0.13 0.13 0.09 0.09 0.18 0.19 0.08 0.20 0.20 0.19 0.20 0.58 0.60 0.26 0.27 0.03 0.03 0.03 0.03 Level 3 Tensile ASD Line- Location [ft] Load Holddown Force [Ws] Cap Crit Wall Posirn X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Rest). Line 1 1-2 L End -20.00 2.62 2 72 72 HD19(1-1/4 "19360 0.00 1-2 R End -20.00 7.38 2 72 72 HD19(1-1/4 ^19360 0.00 1-4 L End -20.00 14.63 2 71 71 HD19(1-1/4 "19360 0.00 1-4 R End -20.00 19.88 2 71 71 HD19(1-1/4 "19360 0.00 Line 2 2-1 L End -18.00 19.63 2 479 479 HD19(1-1/4 "19360 0.02 2-1 R End -18.00 41.37 2 479 479 HD19(1-1/4 "19360 0.02 Line 3 3-1 L End -4.00 -11.37 2 1535 1535 HD19(1-1/4 "19360 0.08 3-1 R End -4.00 2.38 2 1535 1535 HD19(1-1/4 "19360 0.08 Line 6 6-1 L End 8.00 -11.37 1 1011 1011 HD19(1-1/4 "19360 0.05 6-1 R End 8.00 4.38 1 1011 1011 HD19(1-1/4 "19360 0.05 Line7 . 7-1 L End 11.50 21.13 1 640 640 HD19(1-1/4 "19360 0.03 7-1 R End 11.50 27.88 1 640 640 HD19(1-1/4 "19360 0.03 7-2 L End 12.00 33.63 1 637 637 HD19(1-1/4 "19360 ''0.03 7-2 R End 12.00 41.37 1 637 637 HD19(1-1/4 "19360 0.03 Line 8 8-1 L End 19.00 9.63 2 789 789 HD19(1-1/4 "19360 0.04 8-1 R End 19.00 22.88 2 789 789 HD19(1-1/4 "19360 0.04 Line 10 WoodWorks® Shearwalls A J Residence-Tukwilaot 4.wsw Dec. 7, 20 8 :2 :17 HOLD-DOWN DESIGN flexible wind design, continued) 10-1 L End 25.00 35.12 2 10-1 R End 25.00 40 88 2 Line 11 11-2 L End 31.00 -0.37 2 11-2 R End 31.00 12.38 2 11-4 L End 31.00 29.13 2 11-4 R End 31.00 34.38 2 Line D D-1 L End -4.37 -11.50 2 D-1 R End 7.88 -11.50 2 Line G G-1 L End 8.13 -3.50 2 G-1 R End 18.38 -3.50 2 G-2 L End 26.13 -3.50 2 G-2 R End 30.88 -3.50 2 Line H H-1 L End -5.87 2.50 2 H-1 R End 3.38 2.50 2 Line J J-1 L End 19.12 7.00 1 J-1 R End 30.88 7.00 1 Line K K-1 L End 11.63 12.50 1 K-1 R End 18.88 12.50 1 Line M M-1 L End 17.63 23.50 1 M-1 R End 30.88 23.50 Line N N-1 L End -17.87 30.50 2 N-1 R End -2.62 30.50 2 Line P P-1 L End -17.87 91.50 2 P-1 R End -5.12 41.50 2 P-2 L End 3.13 41.50 2 P-2 R End 25.38 41.50 2 1235 1235 1235 1235 195 145 145 145 199 149 199 149 2603 2620 2603 2620 941 941 951 951 966 966 977 977 1085 1129 818 899 2187 2271 1306 1356 1263 1329 1085 1129 818 849 2187 2271 1306 1356 1283 1329 806 806 833 833 799 799 826 826 ,HD19(1-1/4 ^19360 0,06 HD19 (1-1/4 ^19360 0.06 HTT9 l0d x HTT4 l0d x HD19(1-1/4 HD19(1-1/4 3610 3610 ^19360 ^19360 0.04 0.09 0.01 0.01 HD19(1-1/4 ^19360 0.13 HD19 (1-1/4 "19360 0.19 HD19(1-1/4 ^19360 0.05 HD19(1-1/4 ^19360 0.05 HD19(1-1/4 ^19360 0.05 HD19(1-1/4 ^19360 0.05 HD19(1-1/4 ^19360 0.06 HD19 (1-1/4 ^19360 0.06 HD19(1-1/4 ^19360 0.04 HD19(1-1/4 ^19360 0.04 HD7 ^6600 0.33 HD7 "6600 0.34 9019 (1-1/4 ^19360 0.07 HD19(1-1/4 ^19360 0.07 H019(1-1/4 ^19360 0.07 91319 (1-1/4 ^19360 0.07 9D19 (1-1/4 "19360 0.04 9019 (1-1/4 ^19360 0.04 9019 (1-1/4 ^19360 0.04 91319 (1-1/4 ^19360 0.04 Legend' Line -Wall: At wall or opening - Shearfine and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: 11 V Elem - Vertical elem c vi ny(ltu,,edu ey rupen" g L or R End - At left or right wall end L or R Op n - At leftor right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/ 28.4.4) Hold-down Forces: Shear --Wine, shear overtirning comfionerit, baJecr on Shearline Three- ,includef pefferetioft radar Co, factored for ASD by 0.60 - Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force f for perforated walls from SDPWS 4,3,6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASO tension load Crit. Resp_ - Critical Response = Combined ASD force /Allowable ASD tension load WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 DRAG STRUT FORCES ( flexible wind design Level 1 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force (Ms] --> <-_ Line 1 1-2 Left Wall End -20.00 -9.00 1 1-2 Right Wall End -20.00 -4.50 1 1-4 Left Wall End -20.00 1.00 1 1-4 Right Wall End -20.00 8.00 1 1-6 Left Wall End -20.00 18.50 1 Line 4 4-1 Left Wall End 1.50 41.00 1 Line6 6-1 Left Wall End 8.00 -18.50 1 6-2 Right Wall End 8.00 12.50 1 Line 8 8-1 Left Wall End 19.00 2.50 1 8-1 Right Wall End 19.00 41.00 1 Line 10 10-1 Left Wall End 25.00 37.00 1 10-1 Right Wall End 25.00 41.50 1 Line 11 11-2 Left Wall End 31.00 -18.50 1 11-2 Right Wall End 31.00 37.50 1 Line B B-1 Left Wall End 8.00 -18.50 1 Line E E-1 Right Wall End -4.00 -9.00 1 Line F F-1 Left Wall End -5.00 -6.00 1 F-1 Right Wall End 8.00 -6.00 1 Line H H-1 Left Wall End 8.00 2.50 1 H-1 Right Wall End 19.50 2.50 1 Line K K-1 Left Wall End 8.00 12.50 1 K-1 Right Wall End 19.00 12.50 1 Line M M-1 Left Wall End 8.00 23.50 1 M-1 Right Wall End 19.00 23.50 1 Line O 0-1 Left Wall End 25.00 37.50 1 Line P P-1 Left Wall End 1.00 41.00 1 P-1 Right Wall End 25.00 41.00 1 Line Q Q-1 Right Wall End 1.50 45.50 1 1169 1164, 834 830 1418 1412 897 892 2013 2003 4381 4270 118 130 2591 2856. 1459 1666 292 333 2497 2932 175 206 28 34 151 180 2570 2635 5559 5668 182 189 280 290 2761 2884 1134 1185 2812 2981 1205 1277 4485 4728 1922 2026 4481 4663 2690 2784 769 795 669 694 Level 2 Line - Wan Position on Wall or Opening Location (ftj Load X Y Case Drag Strut Forceps] > <--- Line 1 1-2 Left Wall End -20.00 2.50 1 1-2 Right Wall End -20.00 7.50 1 1-4 Left Wall End -20.00 13.50 1 1-4 Right Wall End -20.00 18.50 1 1-6 Left Wall End -20.00 27.00 1 Line 2 2-1 Left Wall End -18.00 -9.00 1 2-1 Right Wall End -18.00 -4.00 2-2 Left Wall End -18.00 -1.50 1 2-2 Right Wall End -18.00 2.50 1 Line 3 3-1 Left Wall End -5.00 -9.00 1 3-1 Right Wall End -5.00 1.00 1 Line 6 6-1 Left Wall End 8.00 -18.50 1 6-1 Right Wall End 8.00 12.00 1 Line 8 8-1 Left Wall End 19.00 12.50 1 8-1 Right Wall End 19.00 23.50 1 Line9 9-1 Left Wall End 23.00 4.50 1 90 92 64 66 88 90 62 64 96 99 440 436 815 809 715 710 1719 1705 700 727 2832 2942 95 102 2120 2276 1378 1517 933 1027 156 205 WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 20 8 11:23:17 DRAG STRUT FORCES ( floxibte wind design,continued) Laht Wall End 23.00 Line10 10-1 Left Wall End 10-1 Right Wall End Line 11 11-2 Left Wall End 11-2 Right Wall End 11-5 Right Wall End 11-7 Left Wall End 11-7 Right Wall End Line B B-1 Left Wall End 8-1 Right Wall End B-2 Left Wall End Line C C-1 Left Wall End C-1 Right Wall End Line E E-1 Left Wall End E-1 Right Wall End E-2 Left Wall End E-2 Right Wall End Line H H-1 Right Wall End Line I /-1 Left Wall End I-1 Right Wall End Line K K-1 Left Wall End K-1 Right Wall End Line M M-1 Left Wall End Line N N-1 Right Wall End N-2 Left Wall End N-2 Right Wall End ine P P-1 Left Wall End P-1 Right Wall End P-3 Left Wall End P-3 Right Wall End ine Q 25.00 23.50 1 25.00 41.00 1 31.00 31.00 31.00 31.00 31.00 8.00 11.00 28.00 -18.50 1 -2.00 1 14.00 1 18.50 1 23.50 1 - 18.50 1 -18.50 1 - 18.50 1 5.00 -15.00 1 8.00 -15.00 1 - 18.00 -14.50 -7.50 -4.00 -9.00 1 -9.00 1 -9.00 1 -9.00 1 -8.00 2.50 ' 14.00 23.00 4.50 1 4.50 1 12.00 12.50 1 23.00 12.50 1 7.00 23.50 -14.00 -9.00 -2.00 6.00 11.00 18.00 25.00 30.50 1 30.50 1 30.50 1 41.00 1 41.00 1 41.00 1 41.00 1 2.77 975 1100 101 114 19 23 212 254 263 315 206 247 276 331 269 271 53 53 216 217 1614 1633 1485 1502 224 227 2241 2273 1457 1477 3922 3977 2230 2305 1019 1066 240 251 2397 2525 599 631 2039 2157 1626 1162 3059 1685 1205 3171 2980 3079 1117 1155 1920 1984 688 711 -1 Right End -13.50 4b.5U -3 Left a -8.50 45.50 -3 Right Wall End -2.50 45.50 vel 3 Line - Wall Position on Wall or Opening Line 1 1-2 Left Wall End 1-2 Right Mall End 1-4 Left Wall End 1-4 Right Wall End Line 2 2-1 Left Wall End 2-1 Right Wall End Line 3 3-1 Left Wall End 3-1 Right Wall End Line 6 6-1 Left Wall End 6-1 Right Wall End Line 7 7-1 Left Wall End 7-1 Right Wall End 7-2 Left Wall End 7-2 Right Wall End ne 6 8-1 Left Wall End 8-1 Right Wall End Line 10 10-1 Left Wall End Location [ftj Load XY Case -20.00 - 20.00 - 20.00 - 20.00 2.50 1 7.50 1 14.50 1 20.00 1 -18.00 19.50 1 -18.00 41.50 1 - 4.00 -11.50 1 - 4.00 2.50 1 8.00 -11.50 1 8.00 4.50 1 11.50 11.50 12.00 12.00 21.00 1 28.00 1 33.50 1 41.50 1 19.00 9.50 1 19.00 23.00 1 25.00 35.00 2 0 227 4 0 506 drag Strut Force [lbs] <- 31 31 5- 5 5 35 35 785 785 80 80 342 342 1732 1732 258 258 1245 1245 725 725 308 308 405 405 71 71 589 589 449 449 746 746 1- IH WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 DRAG STRUT FORCES flexible wind design, continued) .10-1 light Wall End 25.00 41.00 Line 11 11-2 Left Wall End 31.00 -0.50 1 11-2 Right Wall End 31.00 12.50 1 11-4 Left Wall End 31.00 29.00 1 11-4 Right Wall End 31.00 34.50 1 Line D D-1 Left Wall End -4.50 -11.50 1 D-1 Right Wall End 8.00 -11.50 1 Line G G-1 Left Wall End 8.00 -3.50 1 G-1 Right Wall End 18.50 -3.50 1 G-2 Left Wall End 26.00 -3.50 1 Line H H-1 Left Wall End -6.00 2.50 1 H-1 Right Wall End 3.50 2.50 1 Line J J-1 Left Wall End 19.00 7.00 Line K K-1 Left Wall End 11.50 12.50 1 K-1 Right Wall End 19.00 12.50 1 Line M M-1 Left Wall End 17.50 23.50 Line N N-1 Left Wall End -18.00 30.50 1 N-1 Right Wall End -2.50 30.50 1 Line P P-1 Left Wall End -18.00 41.50 1 P-1 Right Wall End -5.00 41.50 1 P-2 Left Wall End 3.00 41.50 1 P-2 Right Wall End 25.50 41.50 1 61. 61 98 98 68 68 15 15 55 55 1211 1219 1797 1809 977 988 138 139 399 404 345 358 677 704 919 954 1224 1271 466 484 1590 1651 96 99 1607 1664 138 142 253 261 297 307 378 391 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; 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 WoodWorks() Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 1 of 3 WoodWorks® Shearwalls 10,31 Dec, 7, 2018 11:21:53 50' 1 45' t lir:t Li:; U11111t1s ici!r11 11 Lill 67.369167,3 67.36358V.0 .065.137.167.1 60L rj; .1 jA ;�4,$16888.471.7 --- Factored shearline force (Ibs) 1 41 Unfactored applied shear load (plf) ▪ Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,Ibs) • C Compression force exists ----fi Applied point load or discontinuous shearline force (Ibs) • Vertical element required Loads Stggvn: Qe3borcesg67E + 024); E r..p¢e + O ds D;-®(NS) = MO: p(EVgj = OW, 20' 40' -30' -35' -40' -45' Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence —Tukwila Lot 4.wsw Level 2 of 3 rn WoodWorks® Shearwalls 10.31 -- Factored shearline force (Ibs) 11 i) 4 Unfactored applied shear Toad (pif) • Factored holddown force (Ibs) (g4--L1 Unfactored dead load (plf,lbs) • C Compression force exists --H1 Applied point Toad or discontinuous shearline force abs) ■ Vertical element required Loads Stravvn: Qe3i5vvrces:S7E + 0-14); E =.gle + 0.fcfsds Dra(NS) _ (1:0; p(EVS) = 1.0;141s = 0. 1 20' 25':: Dec. 7, 2018 11:21:53 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' -25' -30' -40' -45' Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN A J Residence --Tukwila Lot 4.wsw Level 3 of 3 Ln WoodWorks® Shearwalls 10.31 Dec. 7, 2018 11:21:53 50' 45' 40' 35' -40' — Factored shearline force (Ibs) till Unfactored applied shear Toad (plf) ▪ Factored holddown force (lbs) 0)-® Unfactored dead load (plf,lbs) -45' • C Compression force exists —HI Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads StgSvn: Qe3bnrces27E + 0AD; E _VSbe + 04.05ds D;-®(NS) = 6:0; p(EVgj = 1.0;Ads = O. '. 20' ::5': a r. 3 ' WoodWorks Shearwalls A J Residence —Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass fibs' Area 1901 Story Shear pbs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 3 91423 3340.5 16982 18982 18982 18982 2 67576 3340.5 10204 10204 13146 13146 1 69433 3340.5 4997 4997 13507 13507 All 228432 - 34183 34183 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12, Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut fortes, 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. 1. 1.1 1. WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SHEAR RESULTS flex ble seismic *sign) N-S Shearlines W Gp Por Dir HAALCub Int Ext ASCIShearForce[phq V fps] vmax v Int Allowable Shear [pit] Ext Co C Total V jibs] Crit Resp. Line 1 Level 3 Lnl, Lev3 9^ Both 1.0 1.0 809 - 77.0 0 242 1.00 X 242 2539 0.32 Wall 1-2 9^ Both 1.0 1.0 385 77.0 77.0 0 242 1.00 242 1209 0.32 Wall 1-4 9" Both 1.0 1.0 424 77.0 77.0 0 242 1.00 242 1330 0.32 Level 2 Lnl, Lev2 8 Both 1.0 1.0 1623 - 57.0 0 200 1.00 X 200 5700 0,28 Wall 1-4 8 Both 1.0 1.0 285 57.0 57.0 0 200 1.00 200 1000 0.28 Wall 1-6 8 Both 1.0 1.0 1054 57.0 57.0 0 200 1.00 200 3700 0.28 Wall 1-2 8 Both 1.0 1.0 285 57.0 57.0 0 200 1.00 200 1000 0.28 Level 1 Lnl, Levl 8^ Both 1.0 1.0 6237 - 162.0 0 200 1.00 X 200 7700 0.81 Wall 1-6 8^ Both 1.0 1.0 4374 162.0 162.0 0 200 1.00 200 5400 0.81 Wall 1-4 8^ Both 1.0 1.0 1134 162.0 162.0 0 200 1.00 200 1400 0.81 Wall 1-2 8^ Both 1.0 1.0 729 162.0 162.0 0 200 1.00 200 900 0.81 Line2 Level 3 Ln2, Lev3 3 Both 1.0 1.0 1773 80.6 80.6 242 242 1.00 A 484 10639 0.17 Level 2 Ln2, Lev2 10^ Both .80 .80 2626 - 291.8 476 476 1.00 A 952 8571 0.31 Wall 2-2 10^ Both .80 .80 1167 291.8 291.8 476 476 1.00 952 3809 0.31 Wall 2-1 10^ Both 1.0 1.0 1459 291.8 291.8 595 595 1.00 1190 5952 0.25 Line 3 Level 3 Ln3, Lev3 3 Both 1.0 1.0 3115 222.5 222.5 242 242 1.00 A 484 6770 0.46 Level2 Ln3, Lev2 4 Both 1.0 1.0 4483 448.3 448.3 640 640 1.00 A 1280 12800 0.35 Line 4 Level 1 Ln4, Levl 11^ Both 1.0 1.0 4047 899.4 899.4 456 456 1.00 A 911 4101 0.99 Line6 Level 3 Ln6, Lev3 2 Both 1.0 1.0 2056 128.5 128.5 595 595 1.00 A 1190 19046 0.11 Level 2 Ln6, Lev2 4 Both 1.0 1.0 4374 143.4 143.4 640 640 1:00 A 1280 39040 0.11 Level1 Ln6, Levi 1 Both .78 .78 4935 - 159.2 677 677 1.00 A 1353 41953 0.12 Wall 6-2 1 Both 1.0 1.0 4377 159.2 159.2 870 870 1.00 1740 47850 0.09 Wall 6-1 1 Both .78 .78 557 159.2 159.2 677 677 1.00 1353 4737 0.12 Line 7 Level 3 Ln7, Lev3 4 Both 1.0 1.0 1397 - 93.1 640 640 1.00 A 1280 19200 0.07 Wall 7-1 4 Both 1.0 1.0 652 93.1 93.1 640 640 1.00 1280 8960 0.07 Wall 7-2 4 Both 1.0 1.0 745 93.1 93.1 640 640 1.00 1280 10240 0.07 Line 8 Ln8, Lev3 4 Both 1.0 1.0 1587 117.5 117.5 640 640 1.00 A 1280 17280 0.09 Level 2 Ln8, Lev2 4 - Both 1.0 1_0 2929 266.3 _ 266.1_ _640 64Q 1.00 A 1280 _ 14060. 6,21 Level 1 Ln8, Levl 4 Both 1.0 1.0 3586 93.1 93.1 640 640 1.00 A 1280 49280 0.07 Line 9 Level 2 Ln9, Lev2 4 Both 1.0 1.0 352 44.0 44.0 640 640 1.00 A 1280 10240 0.03 Line 10 Level 3 Ln10, Lev3 4 Both 1.0 1.0 1316 219.4 219.4 640 640 1.00 A 1280 7680 0.17 Level 2 Ln10, Lev2 4 Both 1.0 1.0 1792 102.4 102.4 640 640 1.00 A 1280 22400 0.08 Level 1 Ln10, Levl 12 Both 1.0 1.0 2362 524.8 524.8 353 353 1.00 A 707 3181 0.74 Line11 Level 3 Ln11, Lev3 14^ Both 1.0 1.0 1235 - 66.8 0 550 1.00 X 550 10175 0.12 Wall 11-4 14^ Both 1.0 1.0 367 66.8 66.8 0 550 1.00 550 3025 0.12 Wall 11-2 14^ Both 1.0 1.0 868 66.8 66.8 0 550 1.00 550 7150 0.12 Level2 Ln11, Lev2 8 Both 1.0 1.0 2252 64.3 0 200 1.00 X 200 7000 0.32 Wall 11-7 8 Both 1.0 1.0 322 64.3 64.3 0 200 1.00 200 1000 0.32 Wall 11-2 8 _ Both 1.0 1.0 _ 1061 64.3 64.3 0 200 1.00 200 3300 0.32 WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SHEAR RESULTS ( flexible seismic design, continued) .waff 1.1-- Wall 11-4 Level 1 Lnll, Levl b 8 13^ both Both Both 1.0 1.0 1.0 1.0 .80 1.0 ' 611 257 2762 64.3 64.3 49.3 64.3 64.3 49.3 0, 0 0 200 160 870 1.00 1.00 1.00 X 200 160 870 1900 640 48720 b.32 0.40 0.06 E-W ShearlInes W Gp For Dir HM-Cub Int Ext ASD Shear Force [pif] V llbs] vmax v Int Allowable Shear (plf] Ext Co C Total V [lbs} Crit. Resp. Line B Level 2 LnB, Lev2 1^ Both .60 .60 831 - 138.5 522 522 1.00 A 1044 6264 0.13 Wall 8-2 1^ Both .60 .60 415 138.5 138.5 522 522 1.00 1044 3132 0.13 Wall 8-1 1^ Both .60 .60 415 138.5 138.5 522 522 1.00 1044 3132 0.13 Level 1 LnB, Levl 1 Both 1.0 1.0 2501 108.7 108.7 870 870 1.00 A 1740 40020 0.06 Line C Level 2 LnC, Lev2 2^ Both .60 .60 1744 581.2 581.2 357 357 1.00 A 714 2143 0.81 Line D Level 3 LnD, Lev3 3^ Both 1.0 1.0 3250 260.0 260.0 242 242 1.00 A 484 6045 0.54 Line E , Level 2 LnE, Lev2 2 Both .70 .70 3298 - 471.2 417 417 1.00 A 833 5833 0.57 Wall E-1 2 Both .70 .70 1649 471.2 471.2 417 417 1.00 833 2916 0.57 Wall E-2 2 Both .70 .70 1649 471.2 471.2 417 417 1.00 833 2916 0.57 Level 1 LnE, Levl 2 Both 1.0 1.0 4229 264.3 264.3 595 595 1.00 A 1190 19046 0.22 Li ne F LnF, Levl 4 Both 1.0 1.0 259 20.0 20.0 640 640 1.00 A 1280 16640 0.02 Line G Level 3 LnG, Lev3 2 Both 1.0 1.0 1176 - 75.8 595 595 1.00 A 1190 18451 0.06 Wall G-1 2 Both 1.0 1.0 796 75.8 75.8 595 595 1.00 1190 12499 0.06 Wall G-2 2 Both 1.0 1.0 379 75.8 75.8 595 595 1.00 1190 5952 0.06 Line H LnH, Lev3 2 Both 1.0 1.0 863 90.8 90.8 595 595 1.00 A 1190 11309 0.08 Level 2 LnH, Lev2 2 Both 1.0 1.0 2087 173.9 173.9 595 595 1.00 A 1190 14285 0.15 Level 1 LnH, Levl 4 Both 1.0 1.0 ' 3305 287.4 287.4 640 640 1.00 A 1280 14720 0.22 Line I : Level 2 LnI, Lev2 2 Both 1.0 1.0 1002 111.3 111.3 595 595 1.00 A 1190 10714 0.09 Line J Level 3 LnJ, Lev3 4 Both 1.0 1.0 810 67.5 67.5 640 640 1.00 A 1280 15360 0.05 Line K LnK, Lev3 5^ Both 1.0 1.0 1315 175.4 175.4 0 730 1.00 X 730 5475 0.24 Level 2 LnK, Lev2 4 Both 1.0 1.0 2415 219.6 219.6 640 640 1.00 A 1280 14080 0.17 Level 1 LnK, Levl 4 Both 1.0 1.0 3075 279.5 279.5 640 640 1.00 A 1280 14080 '0.22 Line M Level 3 LnM, Lev3 4 Both 1.0 1.0 1484 109.9 109.9 640 640 1.00 A 1280 17280 0.09 Level 2 LnM, Lev2 4 Both 1.0 1.0 2349 97.9 97.9 640 640 1.00 A 1280 30720 0.08 Level l LnM, Levl 4 Both 1.0 1.0 4049 368.1 368.1 640 640 1.00 A 1280 14080' 0.29 Line N Level 3 LnN, Lev3 4 Both 1.0 1.0 1484 95.8 95.8 640 640 1.00 A 1280 19840 0.07 Level 2 LnN, Lev2 4 Both 1.0 1.0 2294 - 176.4 640 640 1.00 A 1280 16640 0.14 Wall N-1 4 Both 1.0 1.0 1059 176.4 176.4 640 640 1.00 1280 7680 0.14 Wall N-2 4 Both 1.0 1.0 1235 176.4 176.4 640 640 1.00 1280 8960 0.14 Line 0 Level 1 LnO, Levl 6 Both 1.0 1.0 1507 251.2 251.2 716 716 1.00 A 1432 8593 0.18 UneP WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 SIIEAR RESULTS flexible seismic design, continued LeveI LnP, Lev3 4 Both 1.0 1.0 2906 - 81.9 640 640 1.00 A 1280 45440 0.06 Wall P-2 4 Both 1.0 1.0 1842 81.9 81.9 640 640 1.00 1280 28800 0.06 Wall P-1 4 80th 1.0 1.0 1064 81.9 81.9 640 640 1.00 1280 16640 0.06 Level 2 LnP, Lev2 7 Both 1.0 1.0 3672 - 306.0 595 595 1.00 A 1190 14285 0.26 Wall P-1 7 Both 1.0 1.0 1530 306.0 306.0 595 595 1.00 1190 5952 0.26 Wall P-3 7 Both 1.0 1.0 2142 306.0 306.0 595 595 1.00 1190 8333 0.26 Level 1 LnP, Levl 4 Both 1.0 1.0 3897 162.4 162.4 640 640 1.00 A 1280 30720 0.13 Line Q Level 2 LnQ, Lev2 6 Both 1.0 1.0 739 - 43.5 0 200 1.00 X 200 3400 0.22 Wall Q-5 8 Both 1.0 .90 196 43.5 43.5 0 180 1.00 180 810 0.24 Wall 0-1 8 Both 1.0 1.0 283 43.5 43.5 0 200 1.00 200 1300 0.22 Wall 0-3 8 Both 1.0 1.0 261 43.5 43.5 0 200 1.00 200 1200 0.22 Level 1 LnQ, Levl 8 Both 1.0 1.0 1106 51.4 51.4 0 200 1.00 X 200 4300 0.26 Legend: Unless otherwise noted, the value in the table for a shearline is The one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Walt "A" means that this wall is critical far alt walls in the Standard Wall group, For Dir- Direction of seismic force along shearline. HAM -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 shearline: total shearline force. For wall: force taken by total of all segments on well. 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 - Unitshear 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 = viTotal = design shear force/unit shear capacity for critical segment on wall or shearline. W' indicates that the wind design criterion was critical in selecting wait Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 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® Shearwafls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Location [ftj Wall Posit'n X Line1 1-2 L End -20.00 -8.87 1-2 R End -20.00 -4.62 1-4 L End -20.00 1.13 ✓ Elem -20.00 2.62 ✓ Elem -20.00 7.38 1-4 R End -20.00 7.88 ✓ Elem -20.00 13.63 ✓ Elem -20.00 14.63 ✓ Elem -20.00 18.38 1-6 L End -20.00 18.63 ✓ Elem -20.00 19.88 ✓ Elem -20.00 27.13 1-6 R End -20.00 45.38 Line 2 Line 3 ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem Line4 4-1 L End 4-1 R End Line 6 6-1 L End 6-1 R End 6-2 L End ✓ Elem ✓ Elem ✓ Elem 6-2 R End Line 7 Line 8 8-1 8-1 Line 9 Line 10 10-1 10-3. Line 11 11-2 ✓ Elem ✓ Elem ✓ Elem ✓ Elem L End ✓ Elem ✓ Elem ✓ Elem ✓ Elem R End -18.00 - 18.00 -18.00 - 18.00 -18.00 - 18.00 -4.00 - 4.00 - 4.00 - 4.00 -8.87 -4.12 -1.37 2.38 19.63 41.37 -11.37 -8.87 0.88 2.38 1.50 41.13 1.50 45.38 8.00 8.00 8.00 8.00 8.00 8.00 8.00 11.50 11.50 11.50 11.50 19.00 19.00 19.00 19.00 19.00 19.00 -18.37 -15.12 - 14.87 - 11.37 4.38 11.88 12.38 21.13 27.88 33.63 41.37 2.62 9.63 12.63 22.88 23.38 40.88 ✓ Elem 23.00 4.62 ✓ Elem 23.00 12.38 ✓ Elem ✓ Elem L End ✓ Elem R End L End ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem 25.00 25.00 25.00 25.00 25.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 31.00 23.63 35.12 37.13 40.88 41.37 -18.37 -2.12 -0.37 0.63 4.38 4.62 12.38 13.89 18.63 23.38 29.13 34.38 Tensile ASD Holddown Force [lbs) Shear Dead Ev Cmb'd 1544 1544 1512 1248 1248 1512 600 645 600 1472 645 577 2049 1544 1544 1512 1248 1248 1512 600 645 600 1472 645 577 2049 3071 3071 3071 3071 3112 3112 3112 3112 652 652 652 652 1812 1812 4598 4598 4598 4598 1812 1812 8571 8571 8571 8571 2989 2989 1543 1543. 1446 1446 1044 1044 1044 1044 1446 1446 1446 1446 773 773 773 773 769 769 769 769 844 844 958 958 2725 2725 956 958 2725 2725 844 844 959 959 459 459 1039 1039 1831 1831 5001 5001 2870 2870 5001 5001 1099 1099 653 653 545 545 686 686 686 686 661 661 545 545 661 661 677 677 677 677 560 560 560 560 Cap Crit Hold-down ftbsj Resp. HD19(1-1/4 '19360 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 Refer to upper level HD19(1-1/4 '19360 Refer to upper level Refer to upper level HD19(1-1/4 '19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 HD19(1-1/4 '19360 '19360 HD19(1-1/4 "19360 HD19(1-1/4 '19360 HD19(1-1/4 -19360 Refer to upper level Refer to upper level Refer to upper level 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 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 Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 '19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level 0.08 0.08 0.08 0.08 0.08 0.11 0.94 0.99 0.15 0.08 0.07 0.07 0.04 0.04 0.26 0.26 0.06 WoodWorks® Shearwalls A J Residence--TukwHa Lot 4.wsw Dec. 7, 2018 1:23:17 HOLD-DOWN DESIGN (flex 11-2 R End 31 00 37.38 Line B 8-1 L End 8.13 -18.50 ✓ Elem 10.88 -18.50 ✓ Elem 28.13 -18.50 8-1 R End 30.88 -18.50 ine C Inc D ✓ Elem ✓ Elem 5.13 -15.00 7.88 -15.00 ✓ Elem -4.37 -11.50 ✓ Elem 7.88 -11.50 ne E E-1 L End -19.87 -9.00 V'Elem -17.87 -9.00 ✓ Elem -14.62 -9.00 ✓ Elem -7.37 -9.00 E-1 R End -4.12 -9.00 Line F F-1 L End -4.87 -6.00 F-1 R End 7.88 -6.00 L ne G ✓ Elem ✓ Elem ✓ Elem ✓ Elem Line H ✓ Elem ✓ Elem ✓ Elem ✓ Elem H-1 L End H-1 R End ine Line J ✓ Elem ✓ Elem ✓ Elem ✓ Elem Line K K-1 L End ✓ Elem ✓ Elem K-1 R End ✓ Elem Line M ✓ Elem M-1 L End ✓ Elem M-1 R End ✓ Elem ine N ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem ✓ Elem 8.13 18.38 26.13 30.88 -19.87 -8.12 -5.87 3.38 8.13 19.38 -3.50 -3.50 -3.50 -3.50 2.50 2.50 2.50 2.50 2.50 2.50 14.13 4.50 22.88 4.50 19.12 7.00 30.88 7.00 8.13 11.63 12.13 18.88 22.88 7.13 8.13 17.63 18.88 30.88 -17.87 -14.12 -8.87 -2.62 -2.12 12.50 12.50 12.50 12.50 12.50 23.50 23.50 23.50 23.50 23.50 30.50 30.50 30.50 30.50 30.50 30.50 Lne0 0-1 L End 25.13 37.50 0-1 R End 30.88 37.50 Line P P-1 P-1 ✓ Elem ✓ Elem L End ✓ Elem ✓ Elem ✓ Elam ✓ Elem R End ✓ Elem Line Q Q-1 L End ✓ Elem ✓ Elem -17.87 -5.12 1.13 3.13 6.13 10.88 18.13 24.88 25.38 - 19.87 - 13.62 -8.37 41.50 41.50 41.00 41.50 41.50 41.50 41.50 41.00 41.50 45.50 45.50 45.50 ble seismic detilv, continued 446 2500 1511 1511 2500 6340 6340 2122 2122 2417 5075 5075 5075 7491 183 183 622 622 639 639 1776 1776 746 746 2644 2644 1145 1145 552 552 2574 1451 2247 4026 2247 989 3390 896 3390 1885 184r 779 1841 1830 779 1830 446 2500 1511 1511 2500 6340 6340 2122 2122 2417 5075 5075 5075 7491 183 183 622 622 639 639 1776 1776 746 746 2644 2644 1145 1145 HD19(1- /4 19360 0. 2 HD19(1-1/4 "19360 0.13 Refer to upper level Refer to upper level HD19(1-1/4 "19360 0.13 Refe to upper level Refer to upper level Refer to upper level Refer to upper level D19(1-1/4 "19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 HD19(1-1/4 "19360 "19360 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 "19360 HD19(1-1/4 "19360 Refer to upper level Refer to upper level 552 Refer to upper level 552 Refer to upper level 2574 1451 2247 4026 2247 989 3390 896 3390 1885 18-41 779 1841 1830 779 1830 HD19(1-1/4 "19360 Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level Refer to upper level HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 "19360 Refer to upper level Rfe to upper laVel Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level 0.12 0.39 0.01 0.01 0.14 0.14 0.13 0.21 0.18 0.18 2359 2359 HD19(1-1/4 "19360 0.12 2359 2359 HD19(1-1/4 "19360 0.12 668 668 Refer to upper level 668 668 Refer to upper level 1477 1477 HD19(1-1/4 "19360 0.08 662 662 Refer to upper level 3221 3221 Refer to upper level 3221 3221 Refer to upper level 3173 3173 Refer to upper level 4650 4650 HD19(1-1/4 "19360 0.24 662 662 Refer to upper level 921 921 HD19(1-1/4 "19360 0.05 452 452 Refer to upper level 454 454 Refer to upper level 1-6 1-6 Line 2 2-1 2-1 2-2 2-2 Line 3 WoodWorks Shearwalls A J Residen --Tukwi a Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DESIGN ( flexible seismic desi ✓ Elem -2.62 45.50 4-1 R End 1.38 45.50 ✓ Elem 1.63 45.50 ✓ Elem 5.88 45.50 n, continued) 454 468 461 461 • 454 468 461 461 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level 0.02 Level 2 Line - Wall Location(q Posn'n X Tensile ASO Holddown Force ribs) Shear Dead Ev Cmb'd Cap Cdt Hold-down VbS1 Resp. Line 1 1-2 L End 1-2 R End 1-4 L End ✓ Elem 1-4 R End ✓ Elem L End R End L End R End L End R End ✓ Elem ✓ Elem ✓ Elem 3-1 L End 3-1 R End ✓ Elem Line 6 6-1 L End ✓ Elem ✓ Elem 6-1 R End Line 7 ✓ Elem ✓ Elem ✓ Elem ✓ Elem Line 8 ✓ Elem 8-1 L End ✓ Elem 8-1 R End Line 9 9-1 L End 9-1 R End Line 10 10-1 10-1 Line 11 11-2 11-2 11-4 11-4 11-5 11-5 11-7 11-7 Line El 8-1 B-1 B-2 B-2 Line C c-1 C-1 Line D L End ✓ Elem R End L End R End ✓ Elem L End R End L End ✓ Elem R End L End R End ✓ Elem ✓ Elem L End R End L End R End L End R End ✓ Elem ✓ Elem -20.00 2.62 1248 -20.00 7.38 1248 -20.00 13.63 600 -20.00 14.63 645 -20.00 18.38 600 -20.00 19.88 645 -20.00 27.13 577 -20.00 45.38 577 -18.00 -8.87 3071 -18.00 -4.12 3071 -18.00 -1.37 3112 -18.00 2.38 3112 -18.00 19.63 652 -18.00 41.37 652 -4.00 -11.37 1812 -5.00 -8.87 4598 -5.00 0.88 4598 -4.00 2.38 1812 8.00 -18.37 1446 8.00 -11.37 1044 8.00 4.38 1044 8.00 11.88 1446 11.50 21.13 773 11.50 27.88 773 11.50 33.63 769 11.50 41.37 769 19.00 9.63 958 19.00 12.63 2725 19.00 22.88 958 19.00 23.38 2725 23.00 4.62 454 23.00 12.38 454 25.00 23.63 1039 25.00 35.12 1831 25.00 40.88 2870 31.00 -18.37 653 31.00 -2.12 653 31.00 -0.37 545 31.00 0.63 686 31.00 4.38 686 31.00 4.62 661 31.00 12.38 545 31.00 13.88 661 31.00 18.63 677 31.00 23.38 677 31.00 29.13 560 31.00 34.36 560 8.13 -18.50 1511 10.88 -18.50 1511 28.13 -18.50 1511 30.88 -18.50 1511 5.13 -15.00 6340 7.88 -15.00 6340 -4.37 -11.50 2122 7.88 -11.50 2122 1248 1248 600 645 600 645 577 577 3071 3071 3112 3112 652 652 1612 4598 4598 1812 1446 1044 1044 1446 773 773 769 769 958 2725 958, 2725 454 454 1039 1831 2870 653 653 545 686 686 661 545 661 677 677 560 560 1511 1511 1511 1511 6340 6340 2122 2122_ HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 "19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level Refer to upper level Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 "19360 Refer to upper level HD19(1-1/4 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 ^19360 Refer Refer Refer Refer to upper level to upper level to upper level to upper level Refer to upper level HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 '19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 "19360 HD19(1-1/4 ^19360 Refer to upper level HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 HD19(1-1/4 ^19360 Refer to upper level Refer to upper level HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 HD19(1-1/4 ^19360 "19360 ^19360 ^19360 ^19360 ^19360 Refer to upper level Refer to upper level 0.06 0.06 0.03 0.03 0.03 0.03 0.16 0.16 0.16 0.16 0.24 0.24 0.07 0.07 0.14 0.14 0.02 0.02 0.05 0.15 0.03 0.03 0.04 0.04 0.03 0.03 0.03 0.03 0.08 0.08 0.08 0.08 0.33 0.33 WoodWo rks® Shearwalls A Residence --Tukwila Lot 4.wsw Dec. 7, 20 8 1113:17 HOLD-DOWN DESIGN flexible seismic dtgn, continued) Line E. E-1 E-1 E-2 E-2 Line 0 Line H H-1 H-1 Line I I-1 I-1 Line J Line K K-1 K-1 Line M M-1 M-I Line N N-1 N-1 N-2 N-2 Line P P-1 P-1 P-3 P-3 Line Q Q-1 Q-1 Q-3 Q-3 Q-5 0-5 L End R End L End R End V Elem V Elem V Elem V Elem L End R End V Elem V Elem L End R End V Elem V Elem V Elem L End V Elem R End L End V Elem R End L End v Elem R End L End V Elem R End V Elem V Elem v Elem L End R End L End R End V Elem L End R End L End R End L End R End -17.87 -14.62 -7.37 -4.12 8.13 18.38 26.13 30.88 -19.87 -8.12 -5.87 3.38 14.13 22.88 19.12 30.88 11.63 12.13 18.88 22.88 7.13 17.63 30.88 -19.87 -17.87 -14.12 -8.87 -2.62 -2.12 -17.87 -5.12 3.13 6.13 10.88 18.13 24.88 25.38 -19.87 -13.62 -8.37 -2.62 1.63 5,88 -9.00 -9.00 -9.00 -9.00 -3.50 -3.50 -3.50 -3.50 2.50 2.50 2.50 2.50 4.50 4.50 7.00 7.00 12.50 12.50 12.50 12.50 23.50 23.50 23.50 30.50 30.50 30.50 30.50 30.50 30.50 41.50 41.50 41.50 41.00 41.00 41.00 41.00 41.50 45.50 45.50 45.50 45.50 45.50 45.50 5075 5075 5075 5075 622 622 639 639 1776 1776 746 746 1145 1145 552 552 1451 2247 1451 2247 989 896 1885 1841 779 1841 1830 779 1830 668 668 662 3221 3221 3173 3173 662 452 452 454 454 461 461 5075 5075 5075 5075 622 622 639 639 1776 1776 746 746 1145 1145 552 552 1451 2247 1451 2247 989 896 1885 1641 779 1841 1830 779 1830 668 668 662 3222 3221 3173 3173 662 452 452 454 454 461 461- HD19(1-1/4 '19360 HD19(1-1/4 "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 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 Refer to upper level HD19(1-1/4 '19360 Refer to upper level HD19(1-1/4 '19360 HD19(1-1/4 '19360 Refer to upper level HD19(1-1/4 '19360 HD19(1-1/4 -19360 Refer to upper level HD19(1-1/4 "19360 'HD19(1-1/4 '19360 Refer to upper level HD19(1-1/4 '19360 Refer to upper level Refer to upper level Refer to upper level HD9 '6810 HD9 '8810 HD19(1-1/4 '19360 HD19(1-1/4 '19360 Refer to upper level HD19(1-1/4 '19360 HD19(1-1/4 '19360 HD19(1-1/4 '19360 HD19(1-1/4 '19360 HD19(1-1/4 '19360 HD19-(1-1/4 '19360 - 0.26 0.26 0.26 0.26 0.09 0.09 0.06 0.06 0.12 0.12 0.05 0.10 0.10 0.10 0.09 0.09 0.37 0.37 0,16 0.16 0.02 0.02 0.02 0.02 0.02 0.02 Level 3 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [113s] Resp. Line 1 1-2 L End -20.00 2.62 649 649 HD19(1-1/4 '19360 0.03 1-2 R End -20.00 7.38 649 649 HD19(1-1/4 '19360 0.03 1-4 L End -20.00 14.63 645 645 HD19(1-1/4 '19360 0.03 1-4 R End -20.00 19.88 645 645 HD19(1-1/4 '19360 0.03 Line 2 2-1 L End -18.00 19.63 652 652 HD19(1-1/4 '19360 0.03 2-1 R End -18.00 41.37 652 652 HD19(1-1/4 '19360 0.03 Line 3 3-1 L End -4.00 -11.37 1812 1812 HD19(1-1/4 '19360 0.09 3-1 R End -4.00 2.38 1812 1812 HD19(1-1/4 '19360 0.09 Line 6 6-1 L End 8.00 -11.37 1044 1044 HD19(1-1/4 '19360 0.05 6-1 R End 8.00 4.38 1044 1044 HD19(1-1/4 '19360 0.05 Line 7 7-1 L End 11.50 21.13 773 773 HD19(1-1/4 -19360 0.04 7-1 .R End 11.50 27.88 773 773 'HD19(1-1/4 -19360 0.04 r 1. WoodVVorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 HOLD-DOWN DESIGN 1) e selsmic L End 12 00 33 63 7-2 R End 12.00 41.37 Line 8 8-1 L End 19.00 9.63 8-1 R End 19.00 22.88 Line 10 10-1 L End 25.00 35.12 10-1 R End 25.00 40.88 Line 11 11-2 L End 31.00 -0.37 11-2 R End 31.00 12.38 11-4 L End 31.00 29.13 11-4 R End 31.00 34.38 Line D D-1 L End -4.37 -11.50 D-1 R End 7.88 -11.50 Line G G-1 L End 8.13 -3.50 G-1 R End 18.38 -3.50 G-2 L End 26.13 -3.50 G-2 R End 30.88 -3.50 Line H H-1 L End -5.87 2.50 H-1 R End 3.38 2.50 Line J J-1 L End 19.12 7.00 J-1 R End 30.88 7.00 Line K K-1 L End 11.63 12.50 K-1 R End 18.88 12.50 Line M M-1 L End 17.63 23.50 M-1 R End 30.88 23.50 Line N N-1 L End -17.87 30.50 N-1 R End -2.62 30.50 Line P P-1 L End -17.87 41.50 P-1 R End -5.12 41.50 P-2 L End 3.13 41.50 P-2 R End 25.38 41.50 continued) 769 9 HD 9(1-1/4 "19360 0.04 769 769 HD 9(1-1/4 ^19360 0.04 958 958 958 HD19(1-1/4 ^19360 0.05 958 HD19(1-1/4 ^19360 0.05 1831 1831 HD19(1-1/4 ^19360 0.09 1831 1831 HD19(1-1/4 ^19360 0.09 545 545 560 560 545 HTT4 10d x 3610 0.15 545 HTT4 10d x 3610 0.15 560 HD19(1-1/4 ^19360 0.03 560 HD19(1-1/4 ^19360 0.03 2122 2122 HD19(1-1/4 ^19360 0.11 2122 2122 HD19(1-1/4 ^19360 0.11 622 622 HD19(1-1/4 ^19360 0.03 622 622 HD19(1-1/4 ^19360 0.03 639 639 HD19(1-1/4 ^19360 0.03 639 639 HD19(1-1/4 ^19360 0.03 746 746 552 552 746 HD19(1-1/4 ^19360 0.04 746 HD19(1-1/4 ^19360 0.04 552 HD19(1-1/4 ^19360 0.03 552 HD19(1-1/4 ^19360 0.03 1451 1451 HD7 ^6600 0.22 1451 1451 HD7 ^6600 0.22 896 896 779 779 668 668 662 662 896 HD19(1-1/4 ^19360 0.05 896 HD19(1-1/4 ^19360 0.05 779 HD19(1-1/4 ^19360 0.04 779 HD19(1-1/4 ^19360 0.04 668. HD19(1-1/4 ^19360 0.03 668 HD19(1-1/4 ^19360 0.03 662 HD19(1-1/4 ^19360 0.03 662 HD19(1-1/4 ^19360 0.03 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Poslt'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 lett 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 A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Position on Wall Location [ft] Wall or Opening X Y Line 1 1-2 Left Wall End -20.00 -9.00 1-2 Right Wall End -20.00 -4.50 1-4 Left Wall End -20.00 1.00 1-4 Right Wall End -20.00 8.00 1-6 Left Wall End -20.00 18.50 Line 4 4-1 Left Wall End 1.50 41.00 Line 6 6-1 Left Wall End 8.00 -18.50 6-2 Right Wall End 8.00 12.50 Line 8 8-1 Left Wall End 19.00 2.50 8-1 Right Wall End 19.00 41.00 Line 10 10-1 Left Wall End 25.00 37.00 10-1 Right Wall End 25.00 41.50 Line 11 11-2 Left Wall End 31.00 -18.50 11-2 Right Wall End 31.00 37.50 Line B B-1 Left Wall End 8.00 -18.50 Line E E-1 Right Wall End -4.00 -9.00 Line F F-1 Left Wall End -5.00 -6.00 F-1 Right Wall End 8.00 -6.00 Line H H-1 Left Wall End 8.00 2.50 H-1 Right Wall End 19.50 2.50 Line K K-1 Left Wall End 8.00 12.50 K-1 Right Wall End 19.00 12.50 Line M M-1 Left Wall End 8.00 23.50 M-1 Right Wall End 19.00 23.50 Line° 0-1 Left Wall End 25.00 37.50 " Line P P-1 Left Wall End 1.00 41.00 P-1 Right Wall End 25.00 41.00 Line Q 4-1 Right Wall End 1.50 45.50 Drag Strut Force [lbs1 --> 1047 1047 747 747 1271 1271 803 803 1803 1803 3769 3769 113 113 2486 2486 1232 1232 246 246 2055 2055 144 144 63 63 337 337 1373 1373 2902 2902 76 76 117 117 1815 1815 745 745 1688 1688 723 723 2223 2223 953 953 1330 1330 1605 1605 458 458 640 640 -Level2 Line- Position on Wall Location[fli Wall _er,Opening_ X _ V Line 1 1-2 Left Wall End -20.00 2.50 1-2 Right Wall End -20.00 7.50 1-4 Left Wall End -20.00 13.50 1-4 Right Wall End -20.00 18.50 1-6 Left Wall End -20.00 27.00 Line 2 2-1 Left Wall End -18.00 -9.00 2-1 Right Wall End -18.00 -4.00 2-2 Left Wall End -18.00 -1.50 2-2 Right Wall End -18.00 2.50 Line 3 3-1 Left Wall End -5.00 -9.00 3-1 Right Wall -End -5.00 1.00 Line6 6-1 Left Wall End 8.00 -18.50 6-1 Right Wall End 8.00 12.00 Line 8 8-1 Left Wall End 19.00 12.50 8-1 Right Wall End 19.00 23.50 Line 9 9-1 Left Wall End 23.00 4.50 Drag Strut Force Ohs] --> <- 558 397 545 385 595 441 817 717 1724 558 397 545 385 595 441 817 717 1724 753 753 3046 3046. 100 100 2237 2237 1453 1453 984 984 132 132, 1. WoodWorks® Shearwalls A J Residence -Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 DRAG STRUT FORCES ( flexible seismic design, continued 9-1 Right Wall End Line 10 10-1 Left Wall End 10-1 Right Wall End Line 11 11-2 Left Wall End 11-2 Right Wall End 11-4 Left Wall End 11-5 Right Wall End 11-7 Left Wall End 11-7 Right Wall End Line 8 23.00 12.50, 25.00 23.50 25.00 41.00 31.00 -18.50 31.00 -2.00 31.00 0.50 31.00 14.00 31.00 18.50 31.00 23.50 8-1 Left Wall End 8.00 -18.50 B-1 Right Wall End 11.00 -18.50 B-2 Left Wall End 28.00 -18.50 Line C C-1 Left Wall End 5.00 -15.00 C-1 Right Wall End 8.00 -15.00 Line E E-1 Left Wall End -18.00 -9.00 E-i Right Wall End -14.50 -9.00 E-2 Left Wall End -7.50 -9.00 E-2 Right Wall End -4,00 -9.00 Line li H-1 Right Wall End -8.00 2.50 Linel I-1 Left Wall End 14.00 4.50 I-1 Right Wall End 23.00 4.50 Line K K-1 Left Wall End 12.00 12.50 K-1 Right Wall End 23.00 12.50 Line M M-1 Left Wall End 7.00 23.50 Line N N-1 Right Wall End -14.00 30.50 N-2 Left Wall End -9.00 30.50 N-2 Right Wall End -2.00 30.50 Line P P-1 Left Wall End 6.00 41.00 P-1 Right Wall End 11.00 41.00 p-3 Left Wall End 18.00 41.00 P-3 Right Wall End 25.00 41.00, Line 4 Q-1 Right Wall End -13.50 45.50 0-3 Left Wall End -8.50 45.50 Q-3 Right Wall End -2.50 45.50 Q-5 Left Wall End 1.50 45.50 0-5 Right Wall End 6.00 45.50 177 177 1190 1190 123 123 52 52 443 443 357 357 761 761 606 606 756 756 466 456 90 90 367 367 855 855 786 786 129 129 1294 1294 841 841 2264 2264 1596 1596 668 668 157 157 1516 1516 379 379 1243 1243 789 789 564 564 1484 1484 1872 702 1206 432 1872 702 1206 432 188 188 116 116 290 290 232 232 362 362 Level 3 Line- Position on Wall Location [ft] Wall or Opening X Line 1 1-2 Left Wall End 1-2 Right Wall End 1-4 Left Wall End 1-4 Right Wall End Line 2 2-1 Left Wall End 2-1 Right Wall End Line 3 3-1 Left Wall End 3-1 Right Wall End Line 6 6-1 Left Wall End. 6-1 Right Wall End Line 7 7-1 Left Wall End 7-1 Right Wall End 7-2 Left Wall End 7-2 Right Wall End Line 8 8-1 Left Wall End -20.00 - 20.00 - 20.00 -20.00 2.50 7.50 14.50 20.00 -18.00 19.50 -18.00 41.50 -4.00 -11.50 -4.00 2.50 8.00 -11.50 8.00 4.50 11.50 11.50 12.00 12.00 21.00 28.00 33.50 41.50 19.00 9.50 Drag Strut Force [Ibs] .-.> <- 278 46 4: 315 278 46 41 315 1069 1069 108 106 404 404 2045 2045 267 267 1287 1287 874 874 372 372 489 489 85 85 715 715 WoodWorks® Shearwalls A J Residence --Tukwila Lot 4.wsw Dec. 7, 2018 11:23:17 DRAG STRUT FORCES ( flexible seismic design, continued) 8-1 Right Wall. End 19.00 23.00 Line 10 10-1 Left Wall End 25.00 35.00 10-1 Right Wall End 25.00 41.00 Line 11 11-2 Left Wall End 31.00 -0.50 11-2 Right Wall End 31.00 12.50 11-4 Left Wall End 31.00 29.00 11-4 Right Wall End 31.00 34.50 Line D-1 Left Wall End -4.50 -11.50 D-1 Right Wall End 8.00 -11.50 Line G G-1 Left Wa11 End 8.00 -3.50 G-1 Right Wall End 18.50 -3.50 G-2 Left Wall End 26.00 -3.50 Line H H-1 Left Wall End -6.00 2.50 H-1 Right Wall End 3.50 2.50 Line J J-1 Left Wall End 19.00 .7.00 Line K K-1 Left Wa11 End 11.50 12.50 K-1 Right Wall End 19.00 12.50 Line M M-1 Left Wall End 17.50 23.50 Line N N-1 Left Wall End -18.00 30.50 N-1 Right Wall End -2.50 30.50 Line P P-1 Left Wall End -18.00 41.50 P-1 Right Wall End -5.00 41.50 P-2 Left Wall End 3.00 41.50 P-2 Right Wall End 25.50 41.50 545 545 1105 1105 90 90 368 368 255 255 56 56 207 207 988 988 1466 1466 645 645 91 91 264 264 237 237 465 465 620 620 B12 812, 309 309 1091 1091 58 58 975 975 114 114 209 209 246 246 313 313 Legend: Line -Wall - Sheariine 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 Beam ID: UWH-01 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.1 in2 R2= 1.1 in2 (1.5) DL Defl= 0.01 in Data Beam Span 5.0 Reaction 1 LL 670 # Reaction 2 LL 250 # Beam Wt per ft 7.87 Reaction 1 TL 670 # Reaction 2 TL 250 # Bm Wt Included 39 Maximum V 670 # Max Moment 837 Max V (Reduced) 463 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 9.89 3.86 0.25 0.17 Status OK OK OK OK Ratio 20% 12% 6% 2% 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 Par Unif LL Par Unif TL Start End H = 100 0 5.0 100 I= 1600 5.0 Beam ID: UWH-02, 03, 05, & 06 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.8 in2 R2= 0.5 in2 (1.5) DL Defl= 0.09 in Data Beam Span 13.0 Reaction 1 LL 1112 # Reaction 2 LL 404 # Bearn Wt per ft 9.57 Reaction 1 TL 312 # Reaction 2 TL 96 # Bm Wt Included 124 Maximum V 1112 4 Max Moment 2322 Max V (Reduced) 859 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl >1000 Attributes Section (in') Shear (in) TL Defl (in) LL Defl Actual 73.83 39.38 0.13 0.03 Critical 29.95 7.16 0.65 0.43 Status OK OK OK OK Ratio 41% 18% 20% 8% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Par Unif LL Par Unif TL Start End -H = 1-00 0 - 5.0 100 I= 160 0 5.0 Beam ID: UWH-04 Description: Upper Wall Headers Date: 10/31/18 Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 5.0 Ft Min Bearing Area R1= 8.5 in2 R2= 8.5 in2 (1.5) DL Defl = 0.13 in Data Beam Span 10.0 Reaction 1 LL 6397 # Reaction 2 LL 3625 # Beam Wt per ft 19.48 Reaction 1 TL 6397 # Reaction 2 TL 3625 # Bm Wt Included 195 Maximum V 6397 # Max Moment 15994 Max V (Reduced) 5131 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 496LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 123.39 62.34 0.24 0.11 Critical 66.80 26.54 0.50 0.33 Status OK OK OK OK Ratio 54% 43% 48% 34% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2873 290 2.0 750 Adjustments CF Size Factor1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9896 Rb = 7.30 Le = 10.30 Ft Loads Uniform TL: 1000 = A Uniform LL: 625 Par Unif LL Par Unif TL Start End H=100 0 10.0 100 I = 1600 10.0 Beam ID: UWH-07 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 10 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.1 in R2= 1.1 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 4.0 Reaction 1 LL 696 # Reaction 2 LL 300 # Beam Wt per ft 7.87 Reaction 1 TL 696 # Reaction 2 TL 300 # Bm Wt Included 31 Maximum V 696 # Max Moment 696 Max V (Reduced) 428 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 8.22 3.56 0.20 0.13 Status OK OK OK OK Ratio 16% 11% 4% 2% 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 Par Unif LL Par Unif TL Start End H =100- -0 - 150 I = 2400 4.0 Beam ID: UWH-08 Description: Upper Wall Headers Date: 10/31/18 Selection 3-1/2x 9-1/2 1.55E TJ TimberStrand LSL Lu = 4.0 Ft Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl = 0.18 in Data Beam Span 10.0 Reaction 1 LL 1744 # Reaction 2 LL 750 # Beam Wt per ft 8.77 Reaction 1 TL 1744 # Reaction 2 TL 750 # Bm Wt Included 88 Maximum V 1744 # Max Moment 4360 Max V (Reduced) 1468 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 451 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 52.65 33.25 0.27 0.09 Critical 22.39 7.10 0.50 0.33 Status OK OK OK OK Ratio 43% 21% 53% 27% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2337 310 1.6 800 Adjustments CF Size Factor1.022 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 ClStabiity 0.9836 Rb = 8.76 Le = 8.24 Ft Loads Par Unif LL Par Unif 1 L Start End H = 100 0 10.0 150 I= 2400 10.0 Beam ID: UWH-09, 10, 11, & 12 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 8 DF North #2 Lu = 2.0 Ft Min Bearing Area R1--- 0.6 in2 R2= 0.6 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 Reaction 1 LL 399 # Reaction 2 LL 150 # Beam Wt per ft 6.17 Reaction 1 TL 399 # Reaction 2 TL 150 # Bm Wt Included 18 Maximum V 399 # Max Moment 299 Max V (Reduced) 238 # 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) IL Defl (in) LL Defl Actual 30.66 25.38 0.00 <0.01 Critical 3.26 1.99 0.15 0.10 Status OK OK OK OK Ratio 11% 8% 3% 1% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1102 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 Cl Stability 0.9976 Rb = 5.41 Le = 4.12 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 3.0 100 I = 1600 3.0 Beam ID: UWH-013 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 12 DF North #2 Lu = 5.0 Ft Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 (1.5) DL Defl= 0.04 in Data Beam Span 8.0 Reaction 1 LL 1078 # Reaction 2 LL 400 # Beam Wt per ft 9.57 Reaction 1 TL 1078 # Reaction 2 TL 400 # Bm Wt Included 77 Maximum V 1078 # Max Moment 2157 Max V (Reduced) 826 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.05 0.01 Critical 27.92 6.88 0.40 0.27 Status OK OK OK OK Ratio 38% 17% 13% 5% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 927 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9913 Rb = 10.65 Le = 10.30 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 8.0 100 I = 1600 8.0 Beam ID: UWH-14 Description: Upper Wall Headers Selection 5-1/4x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 8.8 in2 R2= 8.8 in2 (1.5) DL Defl= 0.30 in Data Beam Span 13.0 Reaction 1 LL 6620 # Reaction 2 LL 4063 # Beam Wt per ft 18.46 Reaction 1 TL 6620 # Reaction 2 TL 4063 # Bm Wt Included 240 Maximum V 6620 # Max Moment 21515 Max V (Reduced) 5665 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 249LL Actual Defl L / 485 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 110.74 59.06 0.63 0.32 Critical 88.71 29.30 0.65 0.43 Status OK OK OK OK Ratio 80% 50% 96% 74% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2911 290 2.0 750 Adjustments CF Size Factor1.007 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 0.9964 Rb = 4.49 Le = 4.12 Ft Loads Uniform TL: 1000 = A Uniform LL: 625 Beam ID: UWH-15 Description: Upper Wall Headers Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ ParaIlam W.S. PSL Lu = 1.0 Ft Min Bearing Area R1= 7.9 in2 R2= 11.4 in2 (1.5) DL Defl= 0.33 in Data Beam Span 15.0 Reaction 1 LL 5889 # Reaction 2 LL 3573 # Beam Wt per ft 22.97 Reaction 1 TL 8566 # Reaction 2 TL 5246 # Bm Wt Included 345 Maximum V 8566 # Max Moment 34518 Max V (Reduced) 7326 # 'FL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 267LL Actual Defl L / 520 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.67 0.35 Critical 145.30 37.89 0.75 0.50 Status OK OK OK OK Ratio 85% 52% 90% 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 0.9978 Rb = 3.54 Le = 2.06 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2644 B = 4230 6.5 100 H 160 0 6.5 650 I = 1040 6.5 15.0 1, Beam ID: UWH-16, 17, 19, & 20 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 12 DF North #2 Lu = 3.0 Ft Min Bearing Area R1= 1.5 in2 R2= 1.5 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 929 # . Reaction 2 LL 450 Beam Wt per ft 9.57 Reaction 1 IL 929 # Reaction 2 TL 450 # Bm Wt Included 57 Maximum V 929 # Max Moment 1393 Max V (Reduced) 638 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 <0.01 Critical 17.97 5.32 0.30 0.20 Status OK OK OK OK Ratio 24% 14% 6% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 930 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch- Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9951 Rb = 8.25 Le = 6.18 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 6.0 150 I = 2000 6.0 Beam ID: UWH-18 Description: Upper Wall Headers Date: 10/31/18 Selection 4x 8 DF North #2 Lu = 2.0 Ft Min Bearing Area R1= 0.7 in2 R2= 0.7 in (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 Reaction 1 LL 459 # Reaction 2 LL 225 # Beam Wt per ft 6.17 Reaction 1 TL 459 # Reaction 2 TL 225 # Bm Wt Included 18 Maximum V 459 # Max Moment 344 Max V (Reduced) 274 #. TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl 0 Attributes Section (in3) Shear (412) TL Defl (in) LL Defl Actual 30.66 25.38 0.00 <0.01 Critical 3.75 2.29 0.15 0.10 Status OK OK OK OK Ratio 12% 9% 3% 2% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1102 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 Cl Stability 0.9976 Rb = 5.41 Le = 4.12 Ft Loads Par Unif LL Par Unif TL Start End H = 100 0 3.0 150 I = 2000 3.0 E. L. Beam ID: UF13-01A Description: Upper Floor Beams Date: 10/30/18 Selection 5-1/8x 27 GLB 24F-V4 DF/DF Lu = 1.0 Ft Min Bearing Area R1= 32.9 in2 R2= 15.9 in2 (1.5) DL Defl= 0.31 in 0.47 in Data Beam Span 22.0 Reaction 1 LL 21394 # Reaction 2 LL 12705 # Beam Wt per ft 33.63 Reaction 1 TL 10346 # Reaction 2 TL 5801 # Bm Wt Included 740 Maximum V 21394 # Max Moment 82298 Max V (Reduced) 19923 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 441 LL Actual Defl L / 920 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 622.69 138.38 0.60 0.29 Critical 448.33 124.52 1.10 0.73 Status OK OK OK OK Ratio 72% 90% 54% 39% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2203 240 1.8 650 Adjustments Cv Volume 0.918 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 0.9972 Rb = 5.04 Le = 2.06 Ft Loads Uniform TL: 220 = A Uniform LL: 160 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 10850 B = 17360 4.0 H = 100 0 22.0 125 I = 2000 22.0 63 J,= 1000 22.0 Beam ID: UFB-01 Description: Upper Floor Beams Date: 10/30/18 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu = 2.0 Ft Min Bearing Area R1= 12.3 in2 R2= 10.7 in' (1.5) DL Defl= 0.56 in 0.84 in Data Beam Span 25.0 Reaction 1 LL 8005 # Reaction 2 LL 4316 # Beam Wt per ft 26.15 Reaction 1 TL 6949 # Reaction 2 TL 3820 # Bm Wt Included 654 Maximum V 8005 # Max Moment 49585 Max V (Reduced) 6874 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 303 LL Actual Defl L / 694 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 376.69 107.63 0.99 0.43 Critical 266.81 42.96 1.25 0.83 Status OK OK OK OK Ratio 71% 40% 79% 52% Fb (psi) Values Reference Values Adjusted Values Adjustments Cv Volume Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9955 Rb = 6.29 Le = 4.12 Ft Fv (psi) 2400 240 2230 240 0.929 1.00 E (psi x mil) Fc (psi) 1.8 650 1.8 650 Loads Uniform TL: 220 = A Uniform LL: 160 Par Unif LL Par Unif TL Start End 11=100 0 22.0 125 I = 2000 22.0 63 J = 1000 22.0 Beam ID: UFB-02 Description: Upper Floor Beams Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1— 6.8 in2 R2= 6.8 in2 (1.5) DL Defl= 0.52 in Data Beam Span 20.0 Reaction 1 LL 5080 # Reaction 2 LL 2800 # Beam Wt per ft 22.97 Reaction 1 TL 5080 # Reaction 2 TL 2800 # Bm Wt Included 459 Maximum V 5080 # Max Moment 25398 Max V (Reduced) 4487 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 254 LL Actual Defl L / 573 Attributes Section (in3) Shear (in2) TL Defl (in) LL Dell Actual 171.50 73.50 0.94 0.42 Critical 106.91 23.21 1.00 0.67 Status OK OK OK OK Ratio 62% 32% 94% 63% 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 0.9970 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 385 = A Uniform LL: 280 Par Unif TL Start End H= 100 0 20.0 Beam ID: UFB-03 Description: Upper Floor Beams Date: 10/30/18 Selection 3-1/2x 11-1/4 2.0E TJ Para11am W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 2.7 in2 R2= 2.7 in2 (1.5) DL Defl= 0.42 in Data Beam Span 17.5 Reaction 1 LL 1989 # Reaction 2 LL 1050 # Beam Wt per ft 12.3 Reaction 1 TL 1989 # Reaction 2 TL 1050 # Bm Wt Included 215 Maximum V 1989 # Max Moment 8702 Max V (Reduced) 1776 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 290 LL Actual Defl L / 690 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.72 0.30 Critical 35.95 9.19 0.88 0.58 Status OK OK OK OK Ratio 49% 23% 83% 52% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2904 290 2.0 750 Adjustments CF Size Factor1.007 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 0.9943 Rb = 6.74 Le = 4.12 Ft Loads Uniform TL: 165 = A Uniform LL: 120 Par Unif TL Start End H = 50 0 17.5 Beam ID: UFB-04 Description: Upper Floor Beams Date: 10/30/18 Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 3.0 in2 R2= 3.0 in2 (1.5) DL Defl = 0.02 in Data Beam Span 8.0 Reaction 1 LL 2221 # Reaction 2 LL 1280 # Beam Wt per ft 15.31 Reaction I TL 2221 # Reaction 2 TL 1280 # Bm Wt Included 123 Maximum V 2221 # Max Moment 4443 Max V (Reduced) 1573 # 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 114.33 49.00 0.04 0.02 Critical 18.70 8.14 0.40 0.27 Status OK OK OK OK Ratio 16% 17% 10% 7% 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 Adjustllients 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 0.9927 -Rh— 7.52 Le = 4.1-2 Ft - - Loads Uniform TL: 440 = A Uniform LL: 320 Par Unif TL Start End H = 100 0 8.0 Beam ID: UFB-05 Description: Upper Floor Beams Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 2.8 in2 R2= 2.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 Reaction 1 LL 2095 # Reaction 2 LL 1300 # Beam Wt per ft 22.97 Reaction 1 TL 2095 # Reaction 2 TL 1300 # Bm Wt Included 115 Maximum V 2095 # Max Moment 2619 Max V (Reduced) 1117 # TL Max Defl L / 240 LL Max Dell L / 360 TL Actual Dell L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Dell (in) LL Defl Actual 171.50 73.50 0.01 <0.01 Critical 11.02 5.78 0.25 0.17 Status OK OK OK OK Ratio 6% 8% 2% 2% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9970 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 715 = A Uniform LL: 520 Par Unif TL Start End H = 100 0 5.0 Beam ID: UFB-06, 07, & 08 Description: Upper Floor Beams Date: 10/30/18 Selection 3-1/2x 14 1.55E TJ TimberStrand LSL Lu = 2.0 Ft Min Bearing Area R1= 1.8 in2 R2= 1.8 in2 (1.5) DL Defl = 0.03 in Data Beam Span 10.0 Reaction 1 LL 1415 # Reaction 2 LL 800 # Beam Wt per ft 12.93 Reaction 1 TL 1415 # Reaction 2 IL 800 # Bm Wt Included 129 Maximum V 1415 # Max Moment 3537 Max V (Reduced) 1085 # 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 114.33 49.00 0.06 0.03 Critical 18.51 5.25 0.50 0.33 Status OK OK OK OK Ratio 16% 11% 12% 8% 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 0.9927 Rb = 7.52 Le = 4.12 Ft Loads Uniform TL: 220 = A Uniform LL: 160 Par Unif TL Start End H = 50 0 10.0 • Beam ID: UFB-09 Description: Upper Floor Beams Date: 10/30/18 Selection 5-1/4x 16 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.5 in2 R2= 4.5 in2 (1.5) DL Defl= 0.04 in Data Beam Span 10.0 Reaction 1 LL 3381 # Reaction 2 LL 1100 # Beam Wt per ft 26.25 Reaction 1 TL 3381 # Reaction 2 TL 1100 # Bm Wt bacluded 263 Maximum Max Moment 8453 Max V (Reduced) TL Max Defl L / 24OLL Max Defl L / TL Actual Defl L / >1000 LL Attributes Section (in3) Shear (in2) TL Actual 224.00 84.00 0.06 0.01 Critical 36.11 12.83 0.50 0.33 Status OK OK OK OK Ratio 16% 15% 12% 4% 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 Suess N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9965 Rb = 5.36 Le = 4.12 Ft V 3381 # 2480 # 360 Actual Defl L / >1000 Defl (in) LL Defl Loads Uniform TL: 350 = A Uniform LL: 220 Par Unif TL Start End H = 300 0 10.0 F. Beam ID: MWH-01 Description: Main Wall Headers Date: 10/30/18 Selection 3-1/2x 9-1/4 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 2.3 in2 R2= 2.3 in2 (1.5) DL Defl= 0.27 in Data Beam Span 12.0 Reaction 1 LL 1711 # Reaction 2 LL 690 # Beam Wt per ft 10.12 Reaction 1 TL 1711 # Reaction 2 TL 690 # IBm Wt Included 121 Maximum V 1711 # Max Moment 5132 Max V (Reduced) 1491 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 369LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.39 0.12 Critical 20.73 7.71 0.60 0.40 Status OK OK OK OK Ratio 42% 24% 65% 30% 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 L. Cl Stability 0.9954 Rb = 6.11 Le = 4.12 Ft Loads Uniform TL: 55 = A Uniform LL: 40 Par Unif LL Par Unif TL Start End H = 100 0 12.0 75 I= 1200 12.0 Beam ID: MWH-02 Description: Main Wall Headers Date: 10/30/18 Selection 7x 14 2.0E TJ ParaIlam W.S. PSL Lu = 2 0 Ft Min Bearing Area R1= 23.6 in2 R2= 9.3 in2 (1.5) DL Defl= 0.07 in Data Beam Span 8.0 Reaction 1 LL 17708 # Reaction 2 LL 10309 # Beam Wt per ft 30.63 Reaction 1 TL 7011 # Reaction 2 IL 3956 # Bm Wt Included 245 Maximum V 17708 # Max Moment 34646 Max V (Reduced) 17223 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 764 LL Actual Defl L / >1000 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 228.67 98.00 0.13 0.06 Critical 145.84 89.09 0.40 0.27 Status OK OK OK OK Ratio 64% 91% 31% 23% Fb (psi) Fv (psi) Values Reference Values 2900 290 Adjusted Values 2851 290 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Suess 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 I L: 165 Point LL Point TL 12705 B =21394 2.0 75 E (psi x mil) Fc (psi) 2.0 750 2.0 750 = A Uniform LL: 120 Distance Par Unif LL Par Unif TL Start End H = 100 0 8.0 = 1200 8.0 Beam ID: MWH-03 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 4.9 in2 R2= 4.9 in2 (1.5) DL Defl= 0.53 in Data Beam Span 17.0 Reaction 1 LL 3642 # Reaction 2 LL 1743 # Beam Wt per ft 18.46 Reaction 1 TL 3642 # Reaction 2 TL 1743 # Bm Wt Included 314 Maximum V 3642 # Max Moment 15478 Max V (Reduced) 3240 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 241 LL Actual Defl L / 638 Attributes Section (ins) Shear (in2) TL Defl (in) LL Defl Actual 110.74 59.06 0.85 0.32 Critical 63.74 16.76 0.85 0.57 Status OK OK OK OK Ratio 58% 28% 100% 56% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2914 290 2.0 750 •Adjustments CF Size Factor1.007 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 0.9976 Rb = 4.49- Le =4.12 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H— 100 0 17.0 125 I = 2000 17.0 Beam ID: MWH-04 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ ParaIlam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 3.5 in2 R2= 3.3 in2 (1.5) DL Defl= 0.04 in Data Beam Span 10.0 Reaction 1 LL 2612 # Reaction 2 LL 1299 # Beam. Wt per fl 22.97 Reaction 1 TL 2488 # Reaction 2 IL 1251 # Bm Wt Included 230 Maximum V 2612 # Max Moment 6521 Max V (Reduced) 2008 # 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 171.50 73.50 0.06 0.02 Critical 27.45 10.39 0.50 0.33 Status OK OK OK OK Ratio 16% 14% 13% 7% 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 0.9840 Rb = 8.68 Le = 12.36 Ft Loads Uniform TL: 240 = A Uniform LL: 160 Par Unif LL Par Unif TL Start End H = 100 0 9.5 100 I = 1600 9.5 Beam ID: MWH-05 & 06 Description: Main Wall Headers Date: 10/30/18 Selection 4x 12 DF North #2 Lu = 2.0 Ft Min Bearing Area R1= 2.9 in2 R2= 2.9 in2 (1.5) DL Defl = 0.09 in Data Beam Span 9.5 Reaction 1 LL 1803 # Reaction 2 LL 855 # Beam Wt per ft 9.57 Reaction 1 TL 1803 # Reaction 2 TL 855 # Bm Wt Included 91 Maximum V 1803 # Max Moment 4282 Max V (Reduced) 1447 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 829LL Actual Defl L />1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.14 0.05 Critical 55.13 12.06 0.48 0.32 Status OK OK OK OK Ratio 75% 31% 29% 16% Fb (psi) FIT (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 932 180 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 0.9968 Rb = 6.74 Le = 4.12 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 9.5 100 I = 1600 9.5 Beam ID: MWH-07 Description: Main Wall Headers Date: 10/30/18 Selection 4x 12 DF North #2 Lu = 6.0 Ft Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 (1.5) DL Defl= 0.04 in Data Beam Span 8.0 Reaction 1 LL 1518 # Reaction 2 LL 720 # Beam Wt per ft 9.57 Reaction 1 TL 1518 # Reaction 2 TL 720 # Bm Wt Included 77 Maximum V 1518 # Max Moment 3037 Max V (Reduced) 1162 # TL Max Defl L / 24OLL 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 73.83 39.38 0.07 0.03 Critical 39.40 9.69 0.40 0.27 Status OK OK OK OK Ratio 53% 25% 17% 10°70 Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 925 180 1.6 625 Adjustments CF Size Factor1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9892 Rb = 11.67 Le = 12.36 Ft Loads Uniform IL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 8.0 100 I= 1600 8.0 Beam ID: MWH-08 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 9-1/4 1.55E TJ TimberStrand LSL Lu = 8.0 Ft Min Bearing Area R1= 2.7 in2 R2= 1.8 in2 (1.5) DL Defl= 0.21 in Data Beam Span 12.0 Reaction 1 LL 2124 # Reaction 2 LL 1013 # Beam Wt per ft 12.82 Reaction 1 TL 1430 # Reaction 2 TL 747 # Bm Wt Included 154 Maximum V 2124 # Max Moment 5891 Max V (Reduced) 1828 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 417LL Actual Defl L/>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.35 0.13 Critical 30.06 8.85 0.60 0.40 Status OK OK OK OK Ratio 40% 18% 58% 33% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2352 310 1.6 800 Adjustments CF Size Factor1.024 Cd Duration 1.00 1.00 Cr Repetitive 1.00 £h Shear -Stress - N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9875 Rb = 7.86 Le = 15.35 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 8.0 100 I= 1600 8.0 Beam ID: MWH-09 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 9-1/4 2.0E TJ ParaIlam W.S. PSL Lu = 3.0 Ft Min Bearing Area R1= 8.4 in2 R2= 3.8 in2 (1.5) DL Defl= 0.05 in Data Beam Span 6.5 Reaction 1 LL 6306 # Reaction 2 LL 3959 # Beam Wt per ft 15.18 Reaction 1 TL 2823 # Reaction 2 TL 1646 # Bm Wt Included 99 Maximum V 6306 # Max Moment 9078 Max V (Reduced) 5300 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 734 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.11 0.06 Critical 36.66 27.41 0.33 0.22 Status OK OK OK OK Ratio 49% 56% 33% 26% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2972 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 0.9956 Rb = 4.99 Le = 6.18 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3573 B = 5246 1.75 H - 100 0 6.5 100 I = 160 0 6.5 575 J = 9200 1.5 Beam ID: MWH-09 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 9-1/4 1.55E TJ TimberStrand LSL Lu = 3.0 Ft Min Bearing Area R1= 7.9 in2 R2= 3.5 in2 (1.5) DL Defl= 0.06 in Data Beam Span 6.5 Reaction 1 LL 6299 # Reaction 2 LL 3959 # Beam Wt per ft 12.82 Reaction 1 TL 2816 # Reaction 2 TL 1646 # Bm Wt Included 83 Maximum V 6299 # Max Moment 9066 Max V (Reduced) 5294 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 588LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.13 0.07 Critical 45.89 25.62 0.33 0.22 Status OK OK OK OK Ratio 61% 53% 41% 32% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2325 310 1.6 800 Adjusted Values 2371 310 1.6 800 Adjustments CF Size Factor1.024 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability - 0.9955 Rb = 499 Le = 6.18 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3573 B = 5246 1.75 H= 100 0 6.5 100 I= 1600 6.5 575 J = 9200 1.5 Beam ID: MWH-10, 11, & 12 Description: Main Wall Headers Date: 10/30/18 Selection 4x 12 DF North #2 Lu = 5.0 Ft Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 (1.5) DL Defl = 0.04 in Data Beam Span 8.0 Reaction 1 LL 1518 # Reaction 2 LL 720 # Beam Wt per ft 9.57 Reaction 1 TL 1518 # Reaction 2 TL 720 # Brn Wt Included 77 Maximum V 1518 # Max Moment 3037 Max V (Reduced) 1162 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.07 0.03 Critical 39.32 9.69 0.40 0.27 Status OK OK OK OK Ratio 53% 25% 17% 10% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 927 180 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 0.9913 Rb = 10.65 Le = 10.30 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 8.0 100 1= 1600 8.0 E. Beam ID: MWH-13, 14 Description: Main Wall Headers Selection 4x 10 DF North #2 Lu = 2.0 Ft Min Bearing Area RI= 0.9 in2 R2= 0.9 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 Reaction 1 LL 567 # Reaction 2 LL 270 # Beam Wt per ft 7.87 Reaction 1 TL 567 # Reaction 2 TL 270 # Bm Wt Included 24 Maximum V 567 # Max Moment 425 Max V (Reduced) 276 # IL Max Defl L / 240 LL Max Defi L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in') TL Defl (in) LL Defl Actual 49.91 32.38 0.00 <0.01 Critical 5.02 2.30 0.15 0.10 Status OK OK OK OK Ratio 10% 7% 2% 1% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1017 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 0.9971 Rb = 6.11 Le = 4.12 Ft Loads Uniform TL: 110 = A Uniform LL: 80 Par Unif LL Par Unif TL Start End H = 100 0 3.0 100 I = 1600 3.0 11 Beam ID: MWH-15, 17 Description: Main Wall Headers Date: 10/31/18 Prepared by: HK Selection 4x 12 DF North #2 Lu = 2.0 Ft Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 Reaction 1 LL 1374 # Reaction 2 LL 800 # Beam Wt per ft 9.57 Reaction 1 TL 1374 # Reaction 2 TL 800 # Bm Wt Included 48 Maximum V 1374 # Max Moment 1717 Max V (Reduced) 859 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.01 <0.01 Critical 22.11 7.16 0.25 0.17 Status OK OK OK OK Ratio 30% 18% 6% 4% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 932 180 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 0.9968 Rb = 6.74 Le = 4.12 Ft Loads Uniform TL: 440 = A Uniform LL: 320 Par Unif TL Start End H = 100 0 5.0 Beam ID: MWH-16 Description: Main Wall Headers Date: 10/31/18 Prepared by: HK Selection 4x 10 DF North #2 Lu = 2.0 Ft Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 (1.5) DL Defl= 0.01 in Data Beam Span 5.0 Reaction 1 LL 1507 # Reaction 2 LL 900 # Beam Wt per ft 7.87 Reaction 1 IL 1507 # Reaction 2 TL 900 # Bm Wt Included 39 Maximum V 1507 # Max Moment 1884 Max V (Reduced) 1042 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.03 0.01 Critical 22.23 8.69 0.25 0.17 Status OK OK OK OK Ratio 45% 27% 11% 8% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 1017 180 1.6 625 Adjustments CF Size Factor1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A C-m- Wet -Use 1.00 1.00 1.00 1,00- - C1 Stability 0.9971 Rb = 6.11 Le = 4.12 Ft Loads Uniform TL: 495 = A Uniform LL: 360 Par Unif TL Start End H = 100 0 5.0 Beam ID: MWH-18 Description: Main Wall Headers Date: 10/30/18 Selection 7x 16 2.0E TJ Parailam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 11.8 in2 R2= 11.8 in2 (1.5) DL Defl = 0.40 in Data Beam Span 22.0 Reaction 1 LL 8855 # Reaction 2 LL 6160 # Beam Wt per ft 35.0 Reaction 1 TL 8855 # Reaction 2 TL 6160 # Bm Wt Included 770 Maximum V 8855 # Max Moment 48703 Max V (Reduced) 7782 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 258LL Actual Defl L / 428 Attributes Section (in') Shear (in2) TL Defl (in) LL Defl Actual 298.67 112.00 1.02 0.62 Critical 208.07 40.25 1.10 0.73 Status OK OK OK OK Ratio 70% 36% 93% 84% Fb (psi) Fv (psi) E (psi x mil) Fc (ps Values Reference Values 2900 290 2.0 750 Adjusted Values 2809 290 2.0 750 Adjustments CF Size Factor0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9972 Rb = 4.02 Le = 4.12 Ft Loads Uniform TL: 770 = A Uniform LL: 560 Beam ID: MFB-01 Description: Main Floor Beams Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 13.5 in2 R2= 13.5 in2 (1.5) DL Defl= 0.21 in Data Beam Span 13.0 Reaction 1 LL 10094 # Reaction 2 LL 6760 # Beam Wt per ft 22.97 Reaction 1 FL 10094 # Reaction 2 TL 6760 # Bm Wt Included 299 Maximum V 10094 # Max Moment 32806 Max V (Reduced) 8283 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 316LL Actual Defl L / 551 Attributes Section (ii2) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.49 0.28 Critical 138.10 42.84 0.65 0.43 Status OK OK OK OK Ratio 81% 58% 76% 65% 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 W-et Use 1.00 1.00 1.00 1.00 Cl Stability 0.9970 Rb = 5.01 Le = 4.12 Ft Loads Uniform TL: 990 = A Uniform LL: 720 Par Unif LL Par Unif TL Start End H= 100 0 13.0 320 I = 4400 13.0 Beam ID: MFB-02 Description: Main Floor Beams Date: 10/30/18 Selection 7x 14 2.0E TJ ParaIlam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 17.4 in2 R2= 16.7 in2 (1.5) DL Defl = 0.26 in Data Beam Span 13.0 Reaction 1 LL 13032 # Reaction 2 LL 8176 # Beam Wt per ft 30.63 Reaction 1 TL 12557 # Reaction 2 TL 7907 # Bm Wt Included 398 Maximum V 13032 # Max Moment 50148 Max V (Reduced) 11370 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / 284 LL Actual Dell L / 549 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 228.67 98.00 0.55 0.28 Critical 211.09 58.81 0.65 0.43 Status OK OK OK OK Ratio 92% 60% 84% 66% 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: 854 = A Uniform LL: 621 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2800 B = 5080 5.5 H= 100 0 13.0 1050 C = 1989 7.5 320 I = 4400 13.0 Beam ID: MFB-03 Description: Main Floor Beams Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ Para1lam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 6.5 in2 R2= 5.6 in2 (1.5) DL Defl = 0.02 in Data Beam Span 7.0 Reaction 1 LL 4881 # Reaction 2 LL 3237 # Beam Wt per ft 22.97 Reaction 1 TL 4174 # Reaction 2 TL 2723 # Bm Wt Included 161 Maximum V 4881 # Max Moment 8237 Max V (Reduced) 3647 # 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 171.50 73.50 0.04 0.02 Critical 34.67 18.86 0.35 0.23 Status OK OK OK OK Ratio 20% 26% 10% 9% 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: 495 = A Uniform LL: 360 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1200 B = 1650 2.0 H = 100 0 7.0 320 I = 4400 7.0 Beam ID: MFB-04 Description: Main Floor Beams Date: 10/30/18 Selection 5-1/4x 9-1/4 2.0E TJ ParaIlam W.S. PSL Min Bearing Area R1= 6.7 in' R2= 6.7 in2 (1.5) DL Defl= Data Beam Span 8.0 Reaction 1 LL 5026 # Reaction 2 LL 3320 # Beam Wt per ft 15.18 Reaction 1 TL 5026 # Reaction 2 T`L Bm Wt Included 121 Maximum V 5026 # Max Moment 11701 Max V (Reduced) 4216 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 439 LL Actual Defl L / 771 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.22 0.12 Critical 47.13 21.81 0.40 0.27 Status OK OK OK OK Ratio 63% 45% 55% 47% Fb (psi) Fv (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 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 0.9980 Rb = 4.07 Le = 4.12 Ft Lu 2.0 Ft 0.09 in 3320 # Loads Uniform TL: 495 = A Uniform LL: 360 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1200 B = 1650 4.0 H= 100 0 8.0 320 I = 4400 8.0 Beam ID: MFB-05 Description: Main Floor Beams Date: 10/30/18 Selection 3-1/2x 14 1.55E TJ TimberStrand LSL Lu = 2.0 Ft Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.5 Reaction 1 LL 1773 # Reaction 2 LL 1136 # Beam Wt per ft 12.93 Reaction 1 TL 1773 # Reaction 2 IL 1136 # Bm Wt Included 58 Maximum V 1773 # Max Moment 1994 Max V (Reduced) 854 # 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 114.33 49.00 0.01 <0.01 Critical '10.44 4.13 0.23 0.15 Status OK OK OK OK Ratio 9% 8% 3% 3% 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 0.9927 Rb =•7.52 Le=4J2Ft Loads Uniform TL: 235 = A Uniform LL: 185 Par Unif LL Par Unif TL Start End H = 100 0 4.5 320 I = 4400 4.5 Beam ID: MFB-06 Description: Main Floor Beams Date: 10/30/18 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 2.0 Ft Min Bearing Area R1= 8.2 in2 R2= 8.2 in (1.5) DL Defl= 0.33 in 0.49 in Data Beam Span 18.0 Reaction 1 LL 5326 # Reaction 2 LL 3780 # Beam Wt per ft 16.81 Reaction 1 TL 5326 # Reaction 2 TL 3780 # Bm Wt Included 303 Maximum V 5326 # Max Moment 23968 Max V (Reduced) 4661 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 254 LL Actual Defl L / 412 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 155.67 69.19 0.85 0.52 Critical 120.18 29.13 Status OK OK Ratio 77% 42% Fb (psi) Values Reference Values Adjusted Values Adjustments Cv Volume Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9972 Rb = 5.04 Le = 4.12 Ft 0.90 0.60 OK OK 94% 87% Fv (psi) E (psi x mil) Fc (psi) 2400 240 1.8 650 2393 240 1.8 650 1.000 1.00 Loads Uniform TL: 525 = A Uniform LL: 420 Par Unif TL Start End H=50 0 18.0 i. Beam ID: LWH-01 Description: Lower Wall Headers Date: 10/31/18 Selection 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 2.0 Ft Min Bearing Area R1= 4.2 in2 R2= 4.2 in2 (1.5) DL Defl = 0.07 in Data Beam Span 8.0 Reaction 1 LL 3324 # Reaction 2 LL 1680 # Beam Wt per ft 10.97 Reaction 1 TL 3324 # Reaction 2 TL 1680 /4 Bm Wt Included • 88 Maximum V 3324 # Max Moment 6648 Max V (Reduced) 2502 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / 772 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.12 0.05 Critical 34.60 12.10 0.40 0.27 Status OK OK OK OK Ratio 42% 29% 31% 19% Fb (psi) Fv (psi) E (psi x mil) Fc (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 Loads Uniform TL: 560 = A Uniform LL: 320 Par Unif LL Par Unif TL Start End H= 100 0 8.0 100 I= 1600 8.0 Beam ID: LWH-02 & 03 Description: Lower Wall Headers Date: 10/31/18 Selection 4x 12 DF North #2 Lu = 2.0 Ft Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 Reaction 1 LL 839 # Reaction 2 LL 600 # Beam Wt per ft 9.57 Reaction 1 TL 839 # Reaction 2 TL 600 # Bm Wt Included 29 Maximum V 839 # Max Moment 630 Max V (Reduced) 315 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.00 <0.01 Critical 8.11 2.62 0.15 0.10 Status OK OK OK OK Ratio 11% 7% 1% 1% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 932 180 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 0.9968 Rb = 6.74 Le = 4.12 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Beam ID: LWH-04 Description: Lower Wall Headers Date: 10/31/18 Selection 4x 10 DF North #2 Lu = 2.0 Ft Min Bearing Area RI= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl = <0.01 in. Data Beam Span 3.0 Reaction 1 LL 837 # Reaction 2 LL 600 # Beam Wt per ft 7.87 Reaction 1 TL 837 # Reaction 2 TL 600 # Bm Wt Included 24 Maximum V 837 # Max Moment 628 Max V (Reduced) 407 # 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 0.00 <0.01 ' Critical 7.40 3.39 0.15 0.10 Status OK OK OK OK Ratio 15% 10% 2% 2% Fb (psi) Fv (psi) E (psi x mil) Fc Values Reference Values 850 180 1.6 625 Adjusted Values 1017 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 0.9971 Rb = 6.11 Le = 4.12 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Beam ID: LWH-05 Description: Lower Wall Headers Date: 10/31/18 Selection 5-1/4x 14 2.0E TJ ParaIlam W.S. PSL Lu = 3.0 Ft Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 Reaction 1 LL 1246 # Reaction 2 LL 800 # Beam Wt per ft 22.97 Reaction 1 TL 1246 # Reaction 2 TL 800 # Bm Wt Included 92 Maximum V 1246 # Max Moment 1246 Max V (Reduced) 519 # 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) IL Defl (in) LL Defl Actual 171.50 73.50 0.00 <0.01 Critical 5.24 2.69 0.20 0.13 Status OK OK OK OK Ratio 3% 4% 1% 1% 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 0.9930 Rb = 6.14 Le = 6.18 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Par Unif TL Start End H = 50 0 4.0 L. Beam ID: LWH-06 Description: Main Wall Headers Date: 10/30/18 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1= 6.6 in2 R2= 6.6 in2 (1.5) DL Defl= 0.07 in Data Beam Span 12.0 Reaction 1 LL 4920 # Reaction 2 LL 3600 # Beam Wt per ft 22.97 Reaction 1 TL 4920 # Reaction 2 TL 3600 # Bm Wt Included 276 Maximum V 4920 # MaxMoment 14759 Max V (Reduced) 3963 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 761LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.19 0.12 Critical 62.13 20.50 0.60 0.40 Status OK OK OK OK Ratio 36% 28% 32% 31% 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 Par Unif LL Par Unif TL Start End H = 2 0 12.0 100 I= 1600 12.0 420 J = 5250 12.0 Beam ID: LWH-07 Description: Lower Wall Headers Date: 10/31/18 Prepared by: HK Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 2.0 Ft Min Bearing Area R1=-. 3.2 in2 R2= 3.2 in2 (1.5) DL Defl= <0.0] in. Data Beam Span 6.0 Reaction 1 LL 2379 # Reaction 2 LL 1680 # Beam Wt per ft 22.97 Reaction 1 FL 2379 # Reaction 2 TL 1680 # Bm Wt Included 138 Maximum V 2379 # Max Moment 3568 Max V (Reduced) 1454 # TL Max Defl L / 24OLL Max Defl L / 360 TL Actual Defl L / >1000 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 171.50 73.50 0.01 <0.01 Critical 15.02 7.52 0.30 0.20 Status OK OK OK OK Ratio 9% 10% 4% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9955 Rb = 5.01 Le = 4.12 Ft Loads Uniform IL: 770 = A Uniform LL: 560 Hamid Korasani Consulting Engineer, P.E. Kirkiand, Washington 98033 emall:hkorasani@yahoo.com Tel: (425) 214-2280 Title : A .1 Residence -Tukwila Lot 4 Page: Job # : A J reside' Dsgnr: HK Date: OCT 12,2018 Description.... Standard cantilevered foundatIonfbasement wall This Wall in File: EARetain Pro1a ) residence-tukwila-11 fee Cantilevered Retaining Wall Design Criteria Retained Height = 11.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = .0.0 ft Wind onStem Vertical component of active lateral soil pressure options: NOT USED 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 1 Axial Load Applied to Stem Axial Dead Load = 1,000.0 Ibs Axial Live Load = 1,250.0 lbs Axial Load Eccentricity = 6.0 in L6Earth Pressure Seismic Load Design Kh = 0.300 g Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe 0.0 psf FootingllSoil Friction Soil height to ignore for passive pressure = 12.00 in 34.0 psf/ft 35.0 psf/ft = 300.0 psf/ft = 130.00 pcf 0.00 pcf = 0.400 Lateral Load Applied to Stem II Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Kae for seismic earth pressure = Footing & Pier Data The 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 Adjacent Footing Load Adjacent Footing Load = - 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0,00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio 0.439 Added seismic base force Ka for static earth pressure = 0.226 Difference: Kae-Ka = 0.213 Using Mononobe-Okabe / Seed -Whitman procedure Design Summary Pier Foundation Not restrained at top Spacing Diameter Pier Reinforcing Embedment fc fY Added Lat. at pier top = End soil bearing allow. = Skin friction Allow. -passive_press, Mu <phi>Mn Vu <phi>Vn Total Vertical Load Vertical Capacity Sliding Calcs Lateral Force at Top of Pier = 26,263 Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1 6.00 ft 0.00 in 0 - #0 0.00 ft = 3,000 psi = 60,000 psi 0.0 Ibs 0 psf 0.0 psf = 0.. -pcf 0 ft-lbs =1:###### ft-Ibs 0.00 psi = 82.16 psi = 50,147 lbs 0 lbs Ibs 1.200 1.600 1.600 1.300 1:000 Stem Construction 1 Top Stem StemOK Design Height Above Ft E ft = 0.00 Wall Material Above "Ht" = Concrete Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 8.00 # 6 4.00 Edge 0.0 ft 0.000 1,595.6 lbs 1 fb/FB + fa/Fa = 0.880 Total Force @ Section Ibs = 5,549.9 Moment....Actual ft-# = 28,829.7 Moment Allowable = 32,743.8 Shear......Actual _psi = 46.8 Shear Allowable psi = 88.7 Wall Weight = 100.0 Rebar Depth 'd' in = 6.63 LAP SPLICE IF ABOVE in = 20.90 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.77 Masonry Data fm Fs Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = Medium Weight = ASD psi = 3,500.0 psi = 60,000.0 Hamid Korasani Consulting Engine P.E. Kirkland, Washington 98033 email:hkorasani@yahoo.com Tel: (425) 214-2280 Title ; A J Residence—Tulovila Lot 4 Page: . Job # : A J reside Dsgnr: HK Date: OCT 12,2018 Description.... Standard cantilevered foundation/W*41mM wall This Wall in File: EARetain Prole j residence—tukwila-11 fee Cantilevered Retaini att 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 & Resistinz Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 2,863.6 4.32 12,382.9 Toe Active Pressure = -53.6 0.58 -31.3 Surcharge Over Toe = -28.3 0.88 -24.7 Adjacent Footing Load = Added Lateral Load = Load t Stem Above Soil = Seismic Earth Load ... =..1,595.6 ___7.65_ __ . _12,206.0 Total = 4,377.3 O.T.M. = 24,532.8 Resisting/Overturning Ratio = 1.14 Vertical Loads used for Soil Pressure = 9,607.9 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Welght(s) Earth @ Stem Transitions= Footing Weight 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 Ibs R.M.= 27,869.2 DESIGNER NOTES: MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1805956 AJ RESIDENCE 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: R56784855 thru R56784917 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/TR-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 1 9 2020 City of Tukwila BUILDING DIVISION RECEIVED COTY OF TUKWILA Nov 1 3 2019 PERMIT CENTER D ci 034)2- 'Job 1805956 ',Truss ''GE01 Truss Type IQty Ply AJ RESIDENCE R56784855 Job Reference (optional) , Louws Truss, Inc., Ferndale, WA 98248 8.220 s Jan 5 2019 MiTek Indushies, Inc. Fn Jan 18 08:48:41 2019 Page 1 I D: tN95g u bg4i bP?eI4cU rjYY y7J 77-SY4 HOJemJ(Sm rYu u E2xTH EfKAH p72 pHXuXJ NAzu8 cK -1-6-0 5-11-8 11-11-0 13-5-0 146-0 5-11-8 5-11-8 1-6-0 d q Common Supported Gable 1.5x4 II 9.00 12 1.5x4 II 4x4 = 7 1.5x4 II �� 1.5x4 II 8 9 1.5x4 II 1.5x4 II 10 11 4x4 :'- 20 19 18 2x4 :I 2x4 II 2x4 I 17 16 15 14 4x4 2x4 I I 2x4 I 11-11-0 2x4 I I 2x4 I I 11-11-0 0 d Scale: 3B"=1' Plate Offsets (X Y)12:0-2f,0-0-01 [2:0-4 [3:0-2-3,0-0-0], [11:0-2-3,0-0-0], [12:0-2-6,0-0-0 , 12:0-4-8,0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 TCDL 7.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 " Rep Stress Incr YES WB 0.02 BCDL 8,0 Code IRC2015/TPI2014 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.01 13 n/r 120 Vert(CT) -0.01 13 ri/r 90 Horz(CT) 0.00 12 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 BOT CHORD OTHERS 2x4 DF No.2 REACTIONS. All bearings 11-11-0. (Ib) - Max Horz 2=-99(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 18, 19, 20, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, PLATES GRIP MT20 220/195 Weight: 77 Ib FT = 0% Sheathed 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 1-11-8, Exterior(2) 1-11-8 to 5-11-8, Corner(3) 5-11-8 to 9-6-11, Exterior(2) 9-6-11 to 13-5-0 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,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.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) 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) 2, 12, 18, 19, 20, 16, 15, 14. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12. LOAD CASE(S) Standard January 18,2019 {� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability Of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 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 ANSUfPI1 quality Criteria, DS8-89 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, $VIle 270 Job truss Truss Type DRGABLE Qty 1 :Ply AJ RESIDENCE Job Reference (optional) R56784856 1805956 GE02 ' Louws Tnfss, Inc, Ferndale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:02 2019 Page 1 ID:th195gube4ibP?el4c1JnYYy7J77-JJ9k6vifiacvA7NNzae9LGa_c1ILK_X7h9gLWrzuQkd 1-6-0 3-0-5 5-11-8 8-10-11 . 11-11-0 113-8-10 27-5-4 1-6-0 3-0-5 I 2-11-3 2-11-3 3-0-5 -9-10 13-8-10 _26-71 I 1 i- -I 1-2-0 3x6 3x4 4 4 3 9 // Amariiiimmrfam-mwer 9.00 112 3x4 6 5 3x4 38 37 3635 33 32 31 30 4x6 10 11 12 3x4 34 3x4 = 3x8 3x4 II 3x4 If 3x4 I I 0- -11-8 8-10-1 -0 3-0-5 2-11-3 2-11-3 3x4 I Plate Offsets fXY)-- _12: 0-0- 5,0- 21:0-0-15,071781, 40:0-3-0,0-2-A1 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 29 44 4 28 27-5-4 15-6-4 27 16 26 17 18 25 24 CSI. DEFL in (loc) 1/dell Ud TC 0.18 Vert(a) -0.01 37 >999 240 BC 0.13 Vert(CT) -0,01 35-37 >999 180 WB 0,13 Horz(CT) 0.01 34 n/a n/a Matrix-SH 4x10 45 20 23 3x4 21 Scale = 1:82.1 PLATES GRIP MT20 220/195 Weight: 257 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No.2 10-0-0 oc bracing: 2-38,37-38,35-37,34-35. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 11-32, 9-42, 10-33, 13-30, 12-31 SLIDER Left 2x4 DF No.2 1-9-1, Right 2x4 DF No.2 1-5-13 JOINTS 1 Brace at Jt(s): 40 REACTIONS. All bearings 15-11-12 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=200(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 33, 24, 25, 26, 27, 28, 29, 30, 31, 21 except 34=-133(LC 12) Max Grav All reactions 250 Ib or less al joint(s) 32, 23, 33, 24, 25, 26, 27, 28, 29, 30, 31, 21 except 2=522(LC 1), 34=519(LC 23) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-473/62, 4-5=-317/91 BOT CHORD 2-38=-79/359, 37-38=-79/359, 35-37=-74/417, 34-35=-74/417 WEBS 5-39=-385/130, 39-40=-403/142, 40-41=-555/188, 41-42=-573/198, 34-42=-616/223, 5-37=-62/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VVind: 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 13-8-0, Exterior(2) 13-8-0 to 17-3-3, Interior(1) 17-3-3 to 28-7-4 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) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 23, 33, 24, 25, 26, 27, 28, 29, 30, 31, 21 except (jt=lb) 34=133. ln January 18,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 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, INC 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 ancllor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss 1805956 GE09 Louws Trus, Inc, Ferndale, WA - 98248, -2-0-0 Truss Type Monopitch Supported Gable Job Reference (option)) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:05 2019 Page 1 latN95gubg4ibP?el4cUrri'Yy7J77-kuLtVcckYiXHks16YaiCszuCTzEIQXN6R07v?6Azuaka 7-5-8 (;) AJ RESIDENCE R56784857 Ply 1 2-0-0 3x4 = 10 7-5-8 6 7 Scale = 1:17.6 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/TP12014 CSI. TC 0.24 BC 0.07 WB 0.01 Matrix-P DEFL. in (loc) 1/dell L/d Vert(LL) 0.01 1 n/r 120 Vert(CT) -0.00 1 n/r 80 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 29 Ib FT = 0% LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 7-5-8. (Ib) - Max Horz 2=61(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 9, 10 except 2=291(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 Comer(3) -2-0-0 to 1-7-3, Exterior(2) 1-7-3 to 7-3-12 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) 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 7, 2, 8, 9, 10. January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 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 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 ANSI/7P11 Quality Criteria, DS13-89 and SCSI Budding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111 MiTek' MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 RoseyilleSA_95661 Job Truss Truss Type GE1 0 Monopitch Supported Gable Qty 1 1Ply AJ RESIDENCE Job Reference (optional) R56784858 1805956 Louws Tniss, Inc, Ferndale, WA - 9 248, 2-0-0 3x4 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:07 2019 Page 1 IDIN95gubq4ibP?el4cUrjYYy7J77-gHTd9cmoF8XS52Gwi6EK2JHpI2OS?HUkrRO6B2zuQkY 11-11-8 3.00 112 11-11-8 Scale = 1:22.4 9 16 15 14 13 12 11 10 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 TC 0.24 BC 0.07 WB 0.02 Matrix-SH DEFL. in (loc) 1/dell 1../d Vert(LL) 0.01 1 n/r 120 Vert(CT) 0.00 1 n/r 80 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-11-8. (Ib) - Max Horz 2=93(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 10, 2, 11, 12, 13, 14, 15, 16 Max Grav All reactions 250 Ib or less at joint(s) 10, 11, 12, 13, 14, 15 except 2=300(LC 1), 16.255(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) -2-0-0 to 1-7-3, Exterior(2) 1-7-3 to 11-9-12 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) 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 10, 2, 11, 12, 13, 14, 15, 16. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. January 18,2019 A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 10103/2015 BEFORE USE. Design valid fer use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building deSign. Bracing indicated Is to prevent buckling of individual truss web andlor 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 ot trusses and truss systems, see ANSYTP11 Quality Criteria, DS9-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 40D Sunrise Avenue, Suite 270 Roseville CA 95661 Truss Truss Type R56784859 California Girder 2 Job Reference (optional)._ H03 Qty Ply ,AJ RESIDENCE Job 1805956 Louws Trubs, Inc, 8.220 s Nov 16 2018 MiTek Industries, Inc, Thu Jan 17 14:11:10 2019 Page 1 latN95gubg4ibP?el4cUrjr(y7J77-4r9mneohY3wlyW?VNFolgyvArnFuzCVVxBXPcmoNzu0kV 4-4-13 0 7-5-6 10-7A 13-9-2 16-6-8 16,9-11 21-2-8 4-4-'13 2-9-6 3-1-14 3-1-14 2-9-6 0i3-S 4-4-13 Ferndale, WA - 98248, 7.00 112 7x10 M18SHS 3x4 = 13 14 12 11 4x12 10x10 = 1.5x4 10 3x4 = 9 7x10 M18SHS = 10x10 = 10)/10 = 4x12 I 4-4-13 7-5-6 10-7A 13-9-2 16-9-11 4-4-13 3-0-8 3-1-14 3-1-14 3.0-8 21-2-8 4-4-13 Scale = 1:36.0 = 0 A ! a 0 Plate Offsets (X,Y):_- I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0,24 10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.66 Vert(CT) -0.39 10 >644 180 M18SHS 220/195 BCLL 0.0 • Rep Stress Incr NO WB 0.55 Horz(CT) 0.06 7 n/a n/a I ! BCDL 8,0 Code IRC2015aP12014 Matrix-SH 1 Weight: 250 Ib FT = 0Y0 LUMBER - TOP CHORD, 2x4 DF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 1=7714/0-5-8, 7=6773/0-5-8 Max Horz 1=48(LC 7) Max Uplift 1=-957(LC 8), 7=-843(1.0 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except 2-0-0 oc purlins (2-6-11 max.): 2-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-11657/1487, 2-3=-13756/1766. 3-4=-14274/1817, 4-5=-14274/1817, 5-6=-12929/1667, 6-7=-10451/1342 BOT CHORD 1-12=-1258/9775, 11-12=-1251/9696, 10-11=-1772/13727, 9-10=-1647/12902, 8-9=-1082/8699, 7-8=-1087/8755 WEBS 2-12=-283/2867, 2-11=-748/5515, 3-11=-1564/296, 3-10=-119/734, 4-10=-340/118, 5-10=-248/1796, 5-9=-2190/372, 6-9=-777/5748, 6-8=-181/2020 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as foltows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 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 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) All plates are MT20 plates unless otherwise indicated. 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=Ib) 1=957, 7=843, 10) Girder carries hip end with 4-8-0 end setback. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down and 71 lb up at 16-8-12, and 195 lb down and 71 Ib up at 4-5-12 on top chord, and 800 Ib down and 97 Ib up at 2-6-0, and 800 Ib down and 97 lb up at 6-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. cdkepg fabelta nd a rd January 18,2019 Ilk WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE K REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek' connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily Ole 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, OSB-89 and SCSI Budding Component Safety inteMiation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' WO USA, Inc. 400 Sunrise Avenue, Suite 270 R oseville. CA 95661 Ply AJ RESIDENCE R56784859 Job Truss 1805956 H03 Louws Truss, Inc, Femdale, WA - 98248, Truss Type Califomia Girder Qty 1 LOAD CASE(S) Standsnt 1)-Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Lows (plf) Vert: 1-2=-64, 2-6=-107, 6-7=-64, 1-7=-517(F=-501) Concentrated Loads (lb) Vert: 2=-158 6=-158 13=-800(F) 14=-800(F) 2 Job Reference (pptional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:10 2019 Page 2 I D:tN95gubg4ibP7e14cUrjYYy7J77-4r9mneohY3w1 yW?VNFo 1 gyvAmFuzC WxBXPcmoNzuQkV WARNING - 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 budding 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 tracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Ct! CA 95661 Job Truss H05 Truss Type Califomia Girder Gty Ply 1 I AJ RESIDENCE Job Reference (optional), R56784860 1805956 Louws Truss, Inc, o Ferndale, WA - 98248, 3-5-0 6-8-11 3-5-0 3-3-12 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:11 2019 Page 1 IDAN95gubq4ibP?el4cUrjYYy7J77-Z2j8?_pJJN2uagZhxyJGC9RV J}Nx5EKm3MKKozuQicU 7-3-4, 8-2-4 q -8-13, 12-0-8 15-5-8 18-11-8 0-6-9 '0-10-15 0-6-9 ' 3-3-12 3-5-0 1-6-0 5)(8 = 4 6x8 3 14 15 5 3x6 3x4 = 3x4 = 2x4 3-5-0 2x4 ;I 6-8-11 3x4 = 8-8-13 3x8 = 12-0-8 15-5-8 3-5-0 3-3-12 2-0-2 3-3-12 3-5-0 Scale = 1:30.6 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 NO Code IRC2015/TP12014 CS1. TC 0.20 BC 0.26 WB 0.04 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.03 11 >999 240 Vert(CT) -0.05 11 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 96 lb FT .•-• 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except 4-5: 2x6 DF No.2 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS. (lb/size) 2=1200/0-5-8, 7=1214/0-5-8 Max Horz 2=-85(LC 6) Max Uplift 2=-196(LC 8), 7=-211(LC 9) Max Grav 2=1224(LC 15), 7=1232(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1735/288, 3-4=-1565/363, 4-5=-1350/343, 5-6=-1598/372, 6-7=-1748/316 BOT CHORD 2-12=-242/1448, 11-12=-242/1448, 10-11=-244/1338, 9-10=-208/1412, 7-9=-208/1412 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=196, 7=211. 7) Girder carries hip end with 7-4-8 right side setback, 7-4-8 left side setback, and 6-0-0 end setback. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top ancVor bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 464 lb down and 193 Ib up at 8-9-12, and 464 Ib down and 193 Ib up at 6-11-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1„15 Uniform Loads (plf) Vert: 1-4=-64, 4-13=-64, 13-15=-128, 5-15=-64, 5-8=-64, 2-7=-32(F=-16) Concentrated Loads (Ib) Vert: 4=-354 5=-354 January 18,2019 WARNINO Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, nal 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 Duckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and lo prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrtcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111111111111, Tel(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Rosexte&A_95661 Job Truss Truss Type 1Qty !Ply IAJ RESIDENCE R56784861 1805956 H06 Louws Truss, Inc, Ferndale, WA - 98248, 0 3-7-0 3x4 = 3-7-0 3-7-0 ROOF SPECIAL GIRDER 10 2x4 II I1 2 [Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:13 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-VQquQggZr_Icpzj42 NLkHaXrYTxSPx5dDNrQ PizuQkS 7-0-3 7.7- 11-3-5 15-5-8 3-9-3 013- 3-7-15 4-2-3 7-4-3 5x8 = 1.5x4 II 4x4 9 8 12 13 7 3x4 = 11-3-5 8x8 15-5-8 3x4 I I 3-7-0 3-9-3 3-11-1 4-2-3 Scale = 1:30.6 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 NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.20 BC 0.61 WB 0.27 Matrix-SH DEFL. in (loc) 1/defl Lid Vert(LL) -0.04 7-8 >999 240 Vert(CT) -0.06 7-8 >999 180 Horz(CT) 0.01 7 n/a n/a REACTIONS. (lb/size) 7=3207/Mechanical, 2=152210-5-8 Max Horz 2=123(LC 7) Max Uplift 7=-384(LC 5), 2=-164(LC 8) PLATES GRIP MT20 220/195 Weight: 195 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2250/212, 3-4=-1987/213, 4-5=-1980/230, 5-6=-1966/228, 6-7=-2185/275 BOT CHORD 2-10=-226/1812, 9-10=-226/1812, 8-9=-218/1665 WEBS 4-8=-63/575, 5-8=-572/124, 6-8=-333/2819 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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 CASES) 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 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) 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 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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=lb) 7=384, 2=164, 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) 380 Ib down and 46 Ib up at 7-5-1 on top chord, and 1800 Ib down and 218 Ib up at 12-6-12, and 710 Ib down and 86 Ib up at 14-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 4-11=-128(F=-64), 6-11=-64, 2-12=-32(F=-16), 7-12=-16 "antinuesf on oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 441-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek6 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 Vuss 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!?FI1 quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. January 18,2019 Tel(' MiTek USA, Inc. 400 Sunrise Avenue, Sude 270 i11e CA 95661 ob 1805956 Louws Truss, Inc, Truss IH06 Truss Type ROOF SPECIAL GIRDER ty ,Ply RESIDENCE 2 Job Reference (optional) R56784861 Femdale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:13 2019 Page 2 latN95gubq4ibP?el4cUrjYYy7J77-VaguOggZr_lcpzj42NLkHaXrYTxSPx5dDNrQPizuQkS LOAD CASE(S) Standard 'Concentrator' Loads (Ib) Ver0 4=-380(F) 12=-1800(F) 13=-710(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MIP7473 rev, 10/03/2016 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 ANSUTPIl 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 Rasestille-CAMMI Job 1805956 Louws Truss, Inc, 4> -Truss HO6A Ferndale, WA - 98248, -1-6-0 1-6-0 Truss Type Half Hip 5-0-7 5-0-7 3x4 - 7,00 I12 1,5x4 Qty jPly IAJ RESIDENCE 1 1 Job Reference (optional) R56784862 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:14 2019 Page 1 ID: W 95gubg4ibP?e14cUrjYYy7J77-zdOHdOrBbIQTR71Gc4szgo3y2sJM8PYmS 1 a_x8zuQkR 9-8-1 9-10-13 15-5-8 4-7-10 0-2-12 5-6-11 5x6 i a 3x8 = 1.5x4 I; 7 3x8 = 3x4 -7-- 9-8-1 15-5-8 5-9-7 0 so Scale = 1:36,7 Plate Offsets (X,Y)-- [5:0-0-7,0-2-8 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 Inca' YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-9-7 REACTIONS. (Ib/size) 7=597/Mechanical, 2=720/0-5-8 Max Horz 2=163(LC 9) Max Uplift 7=-69(LC 9), 2=-82(LC 12) CS!. TC 0,47 BC 0.50 WB 0.13 Matrix-SH FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-787/102, 4-5=-527/85, 5-6=-388/93, 6-7=-565/125 BOT CHORD 2-8=-203/607 WEBS 4-8=-267/116, 6-8=-98/535 DEFL. in (loc) I/defl LJd Vert(LL) -0.12 2-8 >999 240 Vert(CT) -0.22 2-8 >820 180 Horz(CT) 0.01 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. 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 and C-C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 9-5-7, Exterior(2) 9-5-7 to 14-6-9, Interior(1) 14-6-9 to 15-3-12 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 3) Provide adequate drainage to prevent water ponding. 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 joints) 7, 2. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 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 end truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component Safety Intonation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, January 18,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 !Job Truss H07 Truss Type Roof Special Girder Qty 1 Ply 1 AJ RESIDENCE Job Reference (optionaly R56784863 1805956 'T.ouws Truis, Inc, Femdale, WA - 98248, -1-2-0 2-11-3 1-2-0 , 2-11-3 • at 2-11-3 2-11-3 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:15 2019 Page 1 latN95gubq4ibP?e14cUriYYy7J77-RpyfoLspMbYK3HtTAoNCN?c76GYQtp9whgKXTbzuQke 6-0-8 6-1 11 9-8-15 13-6-13 17-6-8 3-1-5 0-173 3-7-3 3-9-15 3-11-11 4x10 6-0-8 9-8-15 3-1-5 3-8-7 1.5x4 I I 13-8-13 3-9-15 54 -7-- 17- Scale = 1:32.9 1.5x4 ir 3-11- 0 4 Plate Offsets (X, y.)-- 4:0-5-0,0-1-11] 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.45 BC 0.83 WB 0.36 Matrix-SH REACTIONS. (lb/size) 8=1748/Mechanical, 2=1815/0-5-8 Max Horz 2=131(LC 5) Max Uplift 8=-118(LC 5), 2=-8(LC 8) DEFL. in (loc) lidefl Ud Vert(LL) -0.06 9-10 >999 240 Vert(CT) -0.10 9-10 >999 180 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 118 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8 FORCES. (Ib) - Max. Comp./Max. Teri. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2405/8, 3-4=-2270/82, 4-5=-2167/120, 5-6=-2167/120 BOT CHORD 2-12=-60/1765, 11-12=-60/1765, 10-11=-91/1829, 9-10=-117/1412, 8-9=-117/1412 WEBS 4-10=-125/604, 5-10=-593/121, 6-10=-39/1171, 6-9=-15/494, 6-8=-2179/138 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasc1=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) • This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=Ib) 8=118. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss. 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) 440 Ib down and 53 Ib up at 6-0-15 on top chord, and 880 Ib down and 106 lb up at 11-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 4-13=-160, 7-13=-64, 2-15=-40(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-440 15=-880(F) Continued on oasiel January 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 10/0312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses arid truss systems, see ANSYTP11 Quality Criteria, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosevirle. CA95551 Job Truss s Type 1805956 H07 Roof Special Girder Ply 1 AJ RESIDENCE R56784863 Job Reference (aptionA)) Louws Truss, Inc, Ferndale, WA - 98248, 8. 20 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 1411:15 2019 Page 2 IDAN95gubci4ibP?e14cUrp0(y7J77-RpyfoLspMbYK3HITAoNCN?c76GYQtp9whgKXTbzuQkQ LOAD CASE(S) Stand;rd 2) Oead + 0.7,5 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loa & (plf) Vert: 1-4=-52, 4-13=-132, 7-13=-52, 2-15=-40(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-371 15=-743(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-14, 4-13=-74, 7-13=-14, 2-15=-60(F=-24), 8-15=-36 Concentrated Loads (Ib) Vert: 4=-275 15=-550(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-4=-10, 4-13=31, 7-13=19, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-7, 2-4=2, 7-8=15 Concentrated Loads (lb) Vert: 4=53 15=106(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniforrn Loads (plf) Vert: 1-2=3, 2-4=7, 4-13=31, 7-13=19, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-12, 2-4=-16, 7-8=-11 Concentrated Loads (lb) Vert: 4=53 15=106(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-20, 2-4=-24, 4-13=-48, 7-13=6, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=6, 2-4=10, 7-8=7 Concentrated Loads (Ib) Vert: 4=-245 15=-491(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-4=-6, 4-13=-35, 7-13=6, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-12, 2-4=-8, 7-8=-19 Concentrated Loads (Ib) Vert: 4=-187 15=-374(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=15, 2-4=19, 4-13=31, 13-14=19, 7-14=7, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-24, 24=-28, 7-8=14 Concentrated Loads (Ib) Vert: 4=53 15=106(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 24=7, 4-13=19, 13-14=7, 7-14=19, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-12,, 24=-16, 7-8=-10 Concentrated Loads (Ib) Vert: 4=53 15=106(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-4=11, 4-13=12, 13-14=11, 7-14=4, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-15, 24=-19, 7-8=10 Concentrated Loads (Ib) Vert: 4=7 15=14(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-4=4, 4-13=5, 13-14=4, 7-14=11, 2-15=-34(F=-24), 8-15=-10 Horz: 1-2=-8, 2-4=-12, 7-8=-5 Concentrated Loads (lb) Vert: 4=7 15=14(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=10, 2-4=6, 4-13=-47, 13-14=6, 7-14=-6, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-24, 2-4=-20, 7-8=6 Concentrated Loads (Ib) Vert: 4=-239 15=-479(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-2, 2-4=-6, 4-13=-47, 13-14=-6, 7-14=6, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-12, 24=-8, 7-8=-17 Concentrated Loads (lb) Vert 4=-187 15=-374(F) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 P11. metal=0,90 Uniform Loads (plf) Vert: 1-4=-14, 4-13=-50, 7-13=-14, 2-15=-40(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-165 15=-330(F) -ontinued on oaae 3 ARMING 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 MiTekt8 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 buss systems, see ANSI/1711 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 Qty ,Ply AJ RESIDENCE R56784863 Job Truss 'Truss Type 1805956 H07 Roof Special Girder Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:15 2019 Page 3 ID: W 95gubg4ibP?eI4cUrjYYy7J77-RpyfgLspMbYK3HtTAoNCN?c76GYQtp9whgKXTbzuQkQ LOAD CASE(S) Standard 15) Dead + 0.7.F Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lods (plf) Vert: 1-2=-56, 2-0=-59, 4-13=-131, 7-13=-37, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=4, 2-4=7, 7-8=5 Concentrated Loads (Ib) Vert: 4=-432 15=-863(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-4=-06, 4-13=-121, 7-13=-37, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-9, 2-0=-6, 7-8 -14 Concentrated Loads (Ib) Vert: 4=-388 15=-775(F) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-34, 2-0=-37, 4-13=-130, 13-14=-37, 7-14=-46, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-18, 2-4=-15, 7-8=4 Concentrated Loads (Ib) Vert: 4=-427 15=-854(F) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-4=-46, 4-13=-130, 13-14=-46, 7-14=-37, 2-15=-40(F=-24), 8-15=-16 Horz: 1-2=-9, 2-4=-6, 7-8=-13 Concentrated Loads (Ib) Vert: 4=-388 15=-775(F ) 19) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 4-13=-160, 7-13=-64, 2-15=-40(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-440 15=-880(F) 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-14, 4-13=-160, 7-13=-64, 2-15=-00(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-440 15=-880(F) 21) 3rd Dead + 0,75 Roof Live (unbalanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-52, 4-13=-132, 7-13=-52, 2-15=-40(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4=-371 15=-743 (F ) 22) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-0=-14, 4-13=-132, 7-13=-52, 2-15=-00(F=-24), 8-15=-16 Concentrated Loads (Ib) Vert: 4 =-371 15=-74 3 (F ) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnenrL,ea 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 ANSVTPl1 Quality Criteria, DS9-89 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 Rose+Site..CA95851...._..................... Job 1805956 Truss HO7A Truss Type Roof Special Ply AJ RESIDENCE R56784864 Louws TruS, Inc, Ferndale, WA - 98248, -1-2-0 f-2c0 7-7-3 7-7-3 9.00 ;12 3x4 3 3x4 7 5x8 = Job ReferenceA?ptional) 8220 s Nov 16 2018 MiTek Industries, Inc, Thu Jan 17 14:11:17 2019 Page 1 latN95gubq4ibP?el4cUrIYYy7J77-NC4PF1t4uDo21b1rHDOgSahSP4MiLmJD13_peYTzuQk0 12-5-3 17-6-8 4-8-13 5-1-5 1.5x4 II 5 9 8 4x4 = 7 3x8 — 3x4 = 12 7-7-3 1 5x4 II 7-7-3 1 12-5-3 17-6-8 1.5x4 4-10-1 5-1-5 Scale = 1:37.7 Plate Offsets (X,Y)— 2:0-0-5,0-1-12] 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 YES Code IRC2015/TP12014 CSI. TC 0.53 BC 0.33 WB 0.19 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.06 2-9 >999 240 Vert(CT) -0.11 2-9 >999 180 Horz(CT) 0.01 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 101 Ib FT =0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 4-7-3 REACTIONS. (Ib/size) 7=683/Mechanical, 2=780/0-5-8 Max Harz 2=164(LC 9) Max Uplift 7=-90(LC 9), 2=-83(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-826/91, 4-5=-444/108, 5-6=-444/108, 6-7=-642/120 BOT CHORD 2-9=-158/529, 8-9=-158/528 WEBS 5-8=-369/115, 6-8=-106/667 BRACING - TOP CHORD - Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. 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 and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 7-7-10, Exterior(2) 7-7-10 to 12-5-3, Interior(1) 12-5-3 to 17-4-12 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 3) Provide adequate drainage to prevent water ponding. 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 jolnt(s) 7, 2. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 18,2019 WARNING - Verity 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 hirTeldle 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 andfor 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 ANSI/Mil Quality Criteria, DSB-89 and BCSI Building Component Safely 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 Truss 'Truss Type 'Ply 'AJ RESIDENCE R56784865 1805956 Louws Truss, Inc, 1-2-0 1-21-2-p H08 CALIFORNIA GIRDER Ferndale, WA - 98248, 4-3-8 4-3-8 8-4-2 4-0-10 4x6 2 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:18 2019 Page 1 IDaN95gubg4ibP?e14cUrjYYy7J77-rOenTNuifWwuwkcl rwxv_eEgLUe94AMMNeYB4wzuQkN 11-10-1 15-7-3 18-11-0 19 1-2 24-4-8 3-4-11 3-9-3 3-3-12 0- 1'-2 5-3-6 3x4 3x4 4x10 // 15 14 13 12 11 16 10 2x4 II 3x8 = 6x6 8x8 = 4x6 = 4-3-8 1 8-4-2 12-10-7 4-3-8 4-0-10 4-6-5 3x4 = 17-8-0 19-1-2 , 4-9-9 1-5-2 ' 5-3-6 24-4-8 Scale = 1:43.9 9 4x6 = rn d N 1 Plate Offsets (X,Y)— [4:0-1-11,0-2-0], [9:Edge,0-2-0], [10:0-3-8,0-4-0], [11:0-3-0,0-4-8] 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 CSI. TC 0.32 BC 0.58 WB 0.33 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL)-0.0511-12 >999 240 Vert(CT) -0.09 11-12 >999 180 Horz(CT) 0.02 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 345 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=2140/0-5-8, 9=4647/0-5-8 Max Horz 2=149(LC 5) Max Uplift 2=-195(LC 8), 9=-492(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3007/256, 3-4=-2808/282, 4-5=-2236/257, 5-6=-3113/329, 6-7=-3658/417, 7-8=-4105/443, 8-9=-4125/428 BOT CHORD 2-15=-280/2244, 13-15=-280/2244, 12-13=-356/2945, 11-12=-415/3493, 10-11=-360/3202 WEBS 4-13=-117/1410, 5-13=-1535/241, 5-12=-131/1092, 6-12=-1020/184, 6-11=-126/614, 7-11=-270/2134, 7-10=-33/320, 8-10=-386/3463 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=195, 9=492. 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) 3215 Ib down and 389 Ib up at 17-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 —ontinued on oaae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. January 18,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville,.CA,95061 Truss 'Truss Type H08 CALIFORNIA GIRDER Qty Ply AJ RESIDENCE R56784865 Job 1805956 Louws Truss, Inc, Femdale, WA - 98248, LOAD CASE(S) Standard 'Uniform Loads (plf) Ver("1-4=-64, 4-7=-64, 7-8=-64, 2-16=-16, 9-16=-326(F=-310) Concentrated Loads (lb) Vert: 11=-3215(F) 2 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:19 2019 Page 2 I D:tN 95gu bg4i bP?e14cUrjYYy7J77-KaCAgjvKQg21Xu BEPeS8Xrn r5t_OpdcVcl I lcMzuQkM ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��► AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek• 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 40 s Sunrise Avenue, Suite 270 psevilla. G.A.0s�1 Truss Type Califomia Qty 1 Ply 1 AJ RESIDENCE IJob Reference (optional) R56784866 Job Truss 1805956 HO8A Louws Truss, Inc, Femdale, WA - 98248, -1-2-0 1 2-0 4-5-14 4-5-14 6-10-14 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:21 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-GzJw5PwayRITnCKcW3UccGs8Bhk6HY9o3cnrhEzuQkK 9-0-2 9-3-1 13-8-10 18-1-4 18-,3.6 24-4-8 4-6-3 0-2-15 4-5-9 4-4-10 0-2-2 6-1-2 5x8 w 5 13 12 3x4 = 3x4 = 13-8-10 19 5x8 1.5x4 .1 11 10 3x8 = 18-3-6 3x4 = 24-4-8 Scale = 1:45,0 3x6 18 8 1.5x4 1I 6-10-14 6-9-12 4-6-12 6-1-2 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 uy CSI. TC 0.48 BC 0.37 WB 0.26 MatrixSH DEFL. in (loc) 1/defl L/d Vert(LL)-0.0811-13 >999 240 Vert(CT) -0.12 11-13 >999 180 Horz(CT) 0,02 9 n/a n/a LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-8-1 REACTIONS. (Ib/size) 2=1052/0-5-8, 9=957/0-5-8 Max Horz 2=161(LC 9) Max Uplift 2=-69(LC 12), 9=-28(LC 13) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (b) or less except when shown, TOP CHORD 2-4=-1296/131, 4-5=-1127/156, 5-6=-834/155, 6-7=-841/158, 7-8=-890/123, 8-9=-911/122 BOT CHORD 2-13=-150/929, 11-13=-98/776, 10-11=-58/621 WEBS 5-13=-40/303, 6.11=-353/108, 7.11=-86/458, 8-10=-42/625 PLATES GRIP MT20 220/195 Weight; 145 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. 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 and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 9-2-4, Exterior(2) 9-2-4 to 14-3-6, Interior(1) 14-3-6 to 18-3-2, Exterior(2) 18-3-2 to 23-4-3, Interior(1) 23-4-3 to 24-2-12 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 18,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 'Job Truss HO8B Truss Type California 0 1 Ply 1 AJ RESIDENCE Job Reference optional) R56784867 1805956 Louws T ss, Inc, Ferndale, WA - 98248, -1-2-0 5-3-3 11-2,0 5-3-3 3x6 = 12 11 3x4 = 1.5x4 I! 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:24 2019 Page 1 I D: tN 95g ubg4 ibP?e14cUrjYYy 7J 77-gY?3j0zTFM h2ef3 BC B2J EvU b3u14 UwxE la? W H Zzu QkH 10-8-6 10-9)11 16-6-9 16-1/12 24-4-8 5-5-5 0- -3 5-8-14 0-2-2 7-7-12 10-8-8 5-5-5 Plate Offsets (X Y)— 5x8 6x6 10 19 9 3x4 = 16-8-12 3x8 = 24-4-8 2x4 I I 6-0-4 7-7-12 m 0 N Scale = 1:52.9 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 IRC2015/TP12014 CS!. TC 0.76 BC 0.35 WB 0.20 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.07 8-9 >999 240 Vert(CT) -0.14 8-9 >999 180 Horz(CT) 0.02 8 n/a n/a PLATES GRIP MT20 220/195 Weight 142 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 3-1-11 REACTIONS. (lb/size) 2=1052/0-5-8, 8=957/0-5-8 Max Herz 2=176(LC 11) Max Uplift 2=-95(LC 12), 8=-59(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1280/117, 4-5=-979/153, 5-0=-632/154, 6-7=-927/125, 7-8=901/125 BOT CHORD 2-12=-132/927, 10-12=-132/927, 9-10=-69/713 WEBS 4.10=-278/122, 5-10=-23/341, 7.9=-35/590 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 6-9 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) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 10-8-15, Exterior(2) 10-8-15 to 15-10-0, Interior(1) 15-10-0 to 16-11-8, Exterior(2) 16-11-6 to 22-0-8, Interior(1) 22-0-8 to 24-2-12 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 3) Provide adequate drainage to prevent water ponding. 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 fd between the bottom chord and any other members, with BCDL = 8.opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. anuary 18,2019 ® WARNING - VeHfy 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 MiTeks 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 preverd buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-88 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandria, VA 22314. f 400 Sunrise Avenue, Suite 270 MiTek' Job Truss 1805956 HO8C Truss Type Califomia Qty 1 Ply 1 AJ RESIDENCE Job Reference (optional), R56784868 Louws Truss, Inc, Femdale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:27 2019 Page 1 IDAN95gubq4ibP7e14cUrjYYy7J77-57gBMS?LYH3dV7omtJbOsX6A76knh9whRYEAuuzuQkE 6-0-9 12-3-3 12-4-6 14-11-15 15-2-1 19-9-3 24-4-8 6-0-9 6-2.10 0-1-3 2-7-9 0-212 4-7-1 4-7-5 • r1l--22-o-° x6 = 6-0-9 6-0-9 1.5x4 II 5x8 6x6 13 12 11 10 18 19 3x4 12-3-3 6-2-10 3x4 = 3x8 15-2-1 2-10-14 24-4-8 9-2-7 1.5x4 II 4x4 = 511 Scale = 1:56.2 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 0.45 BC 0.54 WB 0.76 Matrix-SH DEFL. in (loc) I/defl Lid PLATES GRIP Vert(a) -0.17 9-10 >999 240 MT20 220/195 Vert(CT) -0.29 9-10 >979 180 Horz(CT) 0.03 9 n/a n/a Weight: 158 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF No.2 3-7-8 WEBS 1 Row at midpt 5-10 REACTIONS. (Ib/size) 2=1052/0-5-8, 9=957/0-5-8 Max Horz 2=196(LC 9) Max Uplift 2=-90(LC 12), 9=-54(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1272/110, 4-5=-902/153, 5-6=-594/151, 6-7=-833/151 BOT CHORD 2-13=-117/920, 11-13=-117/920, 10-11=-39/630, 9-10=-74/583 WEBS 4-11=-380/142, 5-11=-61/269, 6-10=-51/267, 7-9=-919/104 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) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 12-3-10, Exterior(2) 12-3-10 to 26-5-13, Interior(1) 20-5-13 to 24-2-12 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 3) Provide adequate drainage to prevent water ponding. 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 frt between the bottom chord and any other members, with BCDL = 8.0psf, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verity 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. Bradrg indicated is to prevent budding of individual truss web and/or chord meint.i. 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 ANSPTP11 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 Roseville CA95661 Job (Truss 1805956 JO1 Truss Type Rafter Ply AJ RESIDENCE Job Reference (optional) R56784869 Louws Truss, Inc, Ferndale, WA - 98248, 1 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:28 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-ZJF77o0zIb8U6HNyR 16FOIeONWBEQn0ggCzjQKzuQkD 2-0-0 2-11-1 2-0-0 0-11-1 rn Scale = 1:10.5 Plate Offsets (X,Y)— [2:0-1-12,0-1-0], [2:0-3-0,0-1-12], [5:0-0-0,0-1-12] .................... 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 CSI. TC 0,29 BC 0.02 WB 0.00 Matrix-R DEFL. in (loc) I/defl L/d Vert(LL) 0,01 4 >999 240 Vert(CT) 0,01 4 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 6 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-1 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=-162/Mechanical, 5=361/0-5-8 Max Horz 3=37(LC 12) Max Uplift 3=-162(LC 1), 5=-124(LC 12) Max Gray 3=84(LC 12), 5=361(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-348/271 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=162, 5=124. January 18,2019 ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the landing 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 Cdteria, OSB-139 and SCSI Building Component Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r_111111 MiTek' I MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 1�Hosevitie.,CAj5661 Job Truss Qty iPly I 1805956 J02 3 1 1 J . iJob Reference (optionaa Louws Truss, Inc, Ferndale, WA - 9824 , 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:30 2019 Page 1 IDAN95gubg4ibP?el4cUrjYYy7J77-ViMK_U1DoCRBMaMILYS9jUAkmoJtJuhW77WSgVDzuQkB R56784870 Truss Type Jack -Open -1-6-0 1-6-0 4x6 AJ RESIDENCE 2-0-0 2-5-10 I 2-0-0 0-5-10 2-0-0 2-0-0 A Scale . 1:13.8 Plate Offsets (X,Y)— 2:0-1-12,0-1-0], j5:0-3-0,0-1-121, 15:0-0-0,0-1-121 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 0.17 BC 0.04 WB 0.00 Matrix-R DEFL. in (loc) 1/dell L/d Vert(LL) 0.00 5 >999 240 Vert(CT) -0.00 5 >999 180 Horz(CT) 0.00 3 rite n/a PLATES GRIP MT20 220/195 Weight: 9 Ib FT = LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=45/Mechanical, 5=233/0-5-8, 4=2/Mechanical Max Horz 5=56(LC 12) Max Uplift 3=-25(LC 12), 5=-32(LC 12) Max Grav 3=45(LC 19), 5.233(LC 1), 4=28(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 2-4-14 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1,7473 rev. 10103/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing ot trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. January 18,2019 Mil MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Qty :Ply AJ RESIDENCE R56784871 Job Reference (optional) Job Truss Truss Type 1805956 JO2A Jack -Open Louws T s, Inc. Ferndale, WA - 98248, -1-6-0 1-6-0 4x6 = 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:31 2019 Page 1 IDAN 95gubq4 ibP?el4cUrjYYy7J77-zirwiBq2sbVVZ2zk5X699 yONG*Bvd 8mGMACN 1 fzuQkA 2-0-0 5-0-8 2-0-0 3-0-8 2-0-0 2-0-0 Plate Offsets (X,Y)-- 2:0-1-12,0-1-01,15:0-0-0,0-0-0i, [5:0-0-0,0-1-12] 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 Inc r YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CD (cl CSI. DEFL. in (loc) I/defl L/d TC 0.27 Vert(LL) -0.00 4-5 >999 240 BC 0.15 Vert(CT) -0.00 4-5 >999 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix-R REACTIONS. (Ib/size) 3=123/Mechanical, 5=271/0-5-8, 4=50/Mechanical Max Horz 5.97(LC 12) Max Uplift 3=-56(LC 12), 5=-19(LC 12), 4=-24(LC 12) Max Gras 3=123(LC 1), 5.271(LC 1), 4=54(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-5=-291/101 Scale 1:21.5 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 4-11-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5, 4. L 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 MiTetcES connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding 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 buss 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 Qualify Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. anuary 18,2019 MiTek" MiTeit USA, Inc. 400 Sunrise Avenue, Suite 270 Truss iJ028 Truss Type -Open Qty 2 Ply AJ RESIDENCE Job Reference (optional) R56784872 Job 1805956 l Louws Truss, Inc, Ferndale, WA - 98248, Plate Offsets (X,Y)- [2:0-1-12,0 LOADING (psf) TCLL 25.0 TCDL BCLL BCDL 7.0 0.0 * 8.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 -1-6-0 1-6-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.17 BC 0.05 WB 0.00 Matrix-R (Ib/size) 3=31/Mechanical, 5=227/0-5-8, 4=-0/Mechanical Max Horz 5=50(LC 12) Max Uplift 3=-19(LC 12), 5=-33(LC 12) Max Gray 3=32(LC 19), 5=227(LC 1), 4=27(LC 3) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:32 2019 Page 1 I D:tN95gubg4ibP?el4cUrjYYy7J77-R4U4P93UMghvbugkfsBBZbp617ZeMb00bgxxa6zuQk9 2.0-0 2,1-9 2-0-0 0'-1-O 4x6 = FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl Vert(LL) 0.00 5 >999 Vert(CT) 0.00 5 >999 Horz(CT) -0,00 3 n/a BRACING - TOP CHORD Ltd 240 180 n/a 9 to Scale = 1:12.7 PLATES GRIP MT20 220/195 Weight: 9 Ib FT = 0% Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=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) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Bearing at joint(s) 5 considers parallel to grain value using ANSIfTPI 1 angle to grain formula, Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. anuary 18,2019 ®WARNING - Verity 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 Wield) 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 buss systems, see ANSI/TPI1 Quality Cdteda, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTex USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA_955i1. ;Job 1805956 Louws Tr. 1Truss Truss Type Qty JO2C Jack -Open 2 1 _ Job Reference (optional) nc, Ferndale, WA - 98248, 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:34 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-NTcrgr5kuRxdgCq6nH DfeOuRmwExgU Vj28Q 1 e_zuQk7 -1-6-0 1-6-0 5 4x6 1 Ply 2-0-0 4-8-7 2-8-7 2-0-0 7.00 112 4 2-0-0 Plate Offsets (X,Y)-- [2:0-1-12,0-1-0j,J555 03:00-1-12], 15:0-0-0,0-1-14_ 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 Inch YES Code IRC2015!TPI2014 2-0-0 AJ RESIDENCE CSI. } DEFL. in (loc) I/deft Lid TC 0.23 Vert(LL) -0.00 4-5 >999 240 BC 0.13 Vert(CT) -0.00 4-5 >999 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix-R R56784873 Scale = 1:20.5 PLATES GRIP MT2O 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) 3=114/Mechanical, 5=268/0-5-8, 4=40/Mechanical Max Horz 5=92(LC 12) Max Uplift 3=-54(LC 12), 5=-22(LC 12), 4=-19(LC 12) Max Gray 3=114(LC 1), 5=268(LC 1), 4=44(LC 19) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-279/99 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 4-7-11 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/20f 5 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 appbcability 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/TAU 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 USA, Inc. anuary 18,2019 ado Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 1805956 Truss JO2D Truss Type 'Jack -Open IQty Ply 1 AJ RESIDENCE Job Reference (optional) R56784874 Louws Truss, Inc, Ferndale, WA - 98248, -1-P-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:34 2019 Page 1 ID:tN95gubg4ibP?el4cUrjYYy7J77-NTcrgr5kuRxdgCg6nHDfeOuTjwFQqUVj28Q1 e_zuQk7 1-5-11 1-2-0 1-5-11 9.00 j12 2 5 4x6 = 2-0-0 2-0-0 Scale = 1:12.2 Plate Offsets_(?_c,Y)--[2:0-1-12,0-1-5LJ5:0-3-0,0-1_14], [5:0-0-0,0-1-12] 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 YES Code IRG2015/TP12014 cSI. TC 0.11 BC 0.03 WB 0.00 Matrix-R LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 3=14/Mechanical, 5=179/0-5-8, 4=4/Mechanical Max Horz 57(LC 12) Max Uplift 3=-15(LC 12), 5=-20(LC 12) Max Gray 3=18(LC 19), 5=179(LC 1), 4=27(LC 3) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) 1/defl Lid Vert(LL) 0.00 5 >999 240 Vert(CT) -0.00 5 >999 180 Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD PLATES GRIP MT20 220/195 Weight: 8 Ib FT = 0% Structural wood sheathing directly applied or 1-5-11 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 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. January 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. i]eaign valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indvidual 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 ANSI/TWI Quality Oltenia, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. ek' iTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville.,G/185881._...,_„„._..,....... ITruss JO2E Truss Type Jack -Open Qty 1 Ply 1 AJ RESIDENCE R56784875 Job 1805956 Louws Truss, Inc, Ferndale. WA- 98248, Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:37 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-o2HzSt7dBMJChfZhSQnMGeWzz8Gm1 rF9k6fiFJzuQk4 -1-2-0 2-0-0 3-0-6 1-2-0 2-0-0 1-0-6 2-0-0 2-0-0 3 Scale = 1716.2 Plate Offsets (X,Y)-- [2:0-1-12 0-1-5], [5:0-3 0 0.1.14], [5:0-0-0,0-1-12] 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI. TC 0.11 BC 0.05 WB 0.00 Matrix-R REACTIONS. (lb/size) 3=70/Mechanical, 5=208/0-5-8, 4=16/Mechanical Max Horz 5=78(LC 12) Max Uplift 3=-42(LC 12), 5=-10(LC 12), 4=-5(LC 12) Max Gray 3=71(LC 19), 5=208(LC 1), 4=31(LC 3) DEFL. in (loc) 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 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 0% BRACING. TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 2-11-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5, 4. January 18,2019 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTe44/ connectors. This design is based only upon parameters shown, andis for an individual building component, not a truss system. Before use, the building designer must verify the app0cability 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 ANSVTPII Quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. AMIN MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95681 'Job 1805956 'Truss JO2F Louws Truss, Inc, Femdale, WA - 98248, d Truss Type Jack -Open -1-2-0 1-2-0 3x4 = 2-0-0 2-0-0 9.00 112 4 2-0-0 2-0-0 Qty !Ply AJ RESIDENCE 1 1 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:38 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-GErLfD8Fyg R3Jp8t071bos35jYcfm IVIzIOFn Izu Qk3 4-7-1 2-7-1 R56784876 Scale = 1:24.3 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 CSI. TC 0.30 BC 0.01 WB 0.00 Matrix-P REACTIONS. (Ib/size) 3=133/Mechanical, 2=247/0-5-8, 4=16/Mechanical Max Horz 2=115(LC 12) Max Uplift 3=-79(LC 12), 2=-17(LC 12) Max Gray 3=133(LC 19), 2=247(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) 1/defl Lid Verl(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 0% 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) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 4-6-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. January 18,2019 WARNING - Verily 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 individual building component, not a truss system. Before use, the building designer must verity the applicabfity 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 ANS5UTP11 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 'Ile. CA 95661 Truss IJ03 Truss Type Jack -Open IQty 2 Ply IAJ RESIDENCE 'Job Reference (optional) R56784877 Job 1805956 Louws Truss, Inc, Ferndale, WA - 98248, -1-2-0 1-2-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:39 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-kR PjtZ8tjzZwxzi4arprl3cJTxxuVIISCP8oJCzuQk2 3-8-8 3-8-8 Plate Offsets X, )— [2:0-1-12,0-1-51, 12;0-3 0,0-1-141, [5:0-0 0 0-1-12 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 YES Code IRC2015/TP12014 CSI. TC 0.11 BC 0.08 WB 0.00 Matrix-R DEFL. in (loc) 1/deft L/d Vert(LL) -0,01 4-5 >999 240 Vert(CT) -0.01 4-5 >999 180 Horz(CT) 0,00 3 n/a n/a Scale = 1:12.2 as a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = Oe/u LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-11 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=17/Mechanical, 4=18/Mechanical, 5=182/0-5-8 Max Horz 5=47(LC 12) Max Uplift 3=-10(LC 12), 5=-16(LC 12) Max Gray 3=25(LC 3), 4=53(LC 3), 5=182(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 7) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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 (pH) Vert: 1-2=-64, 2-3=-64, 4-5=-16 Concentrated Loads (Ib) Vert:6=7(B) anuary 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev. 10103/2015 BEFORE USE. C}asign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trvss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding 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 ANSVTPII Quality Crireia, DSB-88 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 cseville..CA.9568 (Job 1805956 Truss JO3A Louws Truss, Inc, Femdale, WA - 98248, Truss Type Jack -Open -1-2-0 1-2-0 3-0-6 3-0-6 Qty Ply AJ RESIDENCE R56784878 2 1 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:41 2019 Page 1 I D:tN95gubg4i bP?eI4cUrjYYy7J77-gpXU I EA7EbgeAHsShFrJQUhfoldtzfElfjdvO4zu Ok0 3-8-8 3-8-8 3 Scale = 1:18.1 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 Ina YES Code IRC2015/TPI2014 CSI. TC 0.12 BC 0.04 WB 0.00 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.00 2-4 >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: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 BOT CHORD REACTIONS. (lb/size) 3=65/Mechanical, 2=227/0-5-8, 4=27/Mechanical Max Horz 2=83(LC 12) Max Uplift 3=-48(LC 12), 2=-10(LC 12) Max Gray 3=68(LC 19), 2=227(LC 1), 4=62(LC 3) FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-0-6 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) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 2-11-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3, 2. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev- 10/031015 BEFORE USE. Design valid for use only with MTetoS connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSIRPf1 quality Crtrerta, 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 6 J bb (Truss 1805956 UO3B Truss Type Jack -Open Qty 2 Ply AJ RESIDENCE Job Reference (optional) R56784879 Louws Truss, Inc, Ferndale, WA - 98248, 12-0 1-2-0 3x4 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 Inc" YES BCDL 8.0 Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 9.00 112 CS!. TC 0.16 BC 0.04 WB 0.00 Matrix-P REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0. (Ib) - Max Horz 2=115(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5, 3 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:42 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-8?4sVaBl?uyVoRRfFzMYziEpv9z5i6UuuNMTwXzuQk? 3-8-8 3-8-8 3-8-8 3-8-8 4-7-1 0-10-9 i DEFL. in (loc) 1/deft Ud Vert(LL) -0.00 2-5 >999 240 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0.00 4 n/a n/a Scale: 1t2"=1' PLATES GRIP MT20 220/195 Weight; 18 Ib FT = 0% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 4-6-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. anuary 18,2019 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 shorn, 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 ahrays 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?P11 Quality Criteria, OSB-89 and SCSI Building Component Safety /nfonnadon 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 Truss JO3C Truss Type Jack -Open Ply 2 AJ RESIDENCE Job Reference (optional) R56784880 Job 1805956 Louws Truss, Inc, Ferndale, WA - 98248, -1-2-0 1-2-0 3x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:43 2019 Page 1 I D: tN 9 5g u bq4 i b P? a 14 c U rj YY y 7J 7 7-d Ce Ejw B N m C4 LQa 0 rp g tnV vm_fZJ K RZk 17160 Szzu Qk _ 3-8-8 6-1-11 3-8-8 2-5-3 9.00 112 5 3-8-8 3-8-8 { Scale = 1:30.0 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 SPACING- 2-0-0 Plate Grip DOL 1.15 j TC 0.16 Lumber DOL 1.15 BC 0.04 Rep Stress Incr YES WB 0.00 Code IRC2015/TPI2014 Matrix-P REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0. (Ib) - Max Horz 2=148(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 3=-108(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5, 3 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) 1/defl L/d Vert(LL) -0.00 2-5 >999 240 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0.00 4 n/a n/a BRACING - TOP CHORD BOT CHORD. PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 0% Structural wood sheathing directly applied or 3-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 6-0-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=108. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/D3/2015 BEFORE USE. Design valid for use onry with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end 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. MI MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 wills. CAJ5661 iJob Truss Type !Qty Ply AJ RESIDENCE R56784881 1805956 Truss J030 Louws Truss, Inc, Ferndale, WA - 98248, Jack -Open -1-2-0 1-2-0 3x4 = 2 I 1 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:45 2019 Page 1 I D:tN95gubg4ibP?el4cUrjYYy7J77-Zam?7cOelpK3fuAEw5wFaKsJpM?ovTEKaLb7WrzuQjy 3-8-8 7-8-6 3-8-8 3-11-14 3.8-8 3-8-8 5 4 Scale = 1:36.0 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 0.24 BC 0.04 WB 0.00 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0. (Ib) - Max Horz 2=177(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 3=-138(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5, 3 DEFL. in (loc) I/defl Lid Vert(LL) -0,00 2-5 >999 240 Vert(CT) -0.00 2-5 >999 180 Horz(CT) -0,00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 0% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 1I; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 7-7-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=138. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. January 18,2019 A - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 10/03 2015 BEFORE USE. valid for use only with Mirek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not stem. Before use. the budding designer must verify the applicability or design parameters and properly incorporate this design into the overall ing 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 cation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, QSB-99 and SCSI Building Component nnalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .r. MiTek' M(Tek USA, Inc. 400 Sunrise Avenue. Suite 270 Job 1805956 Truss JO3E Truss Type Jack -Open !Qri Ply 1 AJ RESIDENCE ;Job Reference (optional) R56784882 Louws Truss, Inc, Ferndale, WA - 98248, -1-2-0 1-2-0 9.00 !12 3x4 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:46 2019 Page 1 ID:tN95gubg4ibP?el4cUrjYYy7J77-1 nKNLyEG37SwH21QUpRU7YOWMmLxewUUp?Kg2lzuQjx 3-11-0 3-11-0 3-11-0 3-11-0 4 4-Q3 0- -3 Scale = 1:20.9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 TCDL 7.0 Lumber DOL 1.15 BC 0.05 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 2-4 >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: 17 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 BOT CHORD REACTIONS. All bearings 0-5-8 except (jt=length) 4=Mechanical, 4=Mechanical, (Ib) - Max Horz 2=95(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 3, 2 Max Gray AU reactions 250 Ib or less at joint(s) 3, 2, 4, 4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-0 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) -1-2-0 to 2-5-3, Interior(1) 2-5-3 to 3-6-11 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. anuary 18,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10Ri3/2015 BEFORE USE. Design valid for use only with MTek0 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 indiNidual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OSB-89 end 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, Su118 270 Job 1805956 (Truss Type 1 Jack -Closed Supported Gable Qty Ply 1 AJ RESIDENCE Job Reference (optional) R56784883 Louws Truss, Inc, Truss ,J03F Femdale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:47 2019 Page 1 I DaN95gubg4ibP?el4cUrjYYy7J77-VzulYl FugRanuCKc2 WyjglxhrAgsN NYd2f4Dakzuajw -1-2-0 3-11-0 1 1-2-0 3-11-0 1.50 11 5 Scale = 1:21.4 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 CS!. TC 0.08 BC 0.01 WB 0.01 Matrix-P DEFL. in (toc) Vdefl Ltd Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.00 1 n/r 80 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No,2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 3-11-0. (Ib) - Max Horz 2=89(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 8 Max Gray All reactions 250 Ib or less at joint(s) 6, 2, 7, 8 FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 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 Comer(3) -1-2-0 to 2-7-0, Exterior(2) 2-7-0 to 3-9-4 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), ccc Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1.4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7, 8. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTelc® 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 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 ANSITPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. anuary 18,2019 iTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss 1805956 J06 L-- Truss Type :Jack -Open 12 12 Ply 1 AJ RESIDENCE Job Reference (optional) R56784884 Louws Truss, Inc, Ferndale, WA - 98248, I • D-10-13 -0-10-13 1-8-14 1-8-14 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:48 2019 Page 1 latN95gubcpiibP7e14cUrjYYy7J77-z9S7meFWbkieWMuobDTyCzTt ax_6gmGJpn7AzuQjv 6 4 6-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 6-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015fTPI2014 CSI. TC 0.05 BC 0.33 WB 0.00 Matrix-P DEFL. in (loc) I/defl I.Jd Vert(LL) -0.06 2-4 >999 240 Vert(CT) -0.12 2-4 >608 180 Florz(CT) -0.00 3 n/a n/a Scale = 1:13.3 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=37/Mechanical, 2=181/0-5-8, 4=61/Mechanical Max Horz 2=52(LC 12) Max Uplift 3=-24(LC 12), 2=-3(LC 12) Max Grav 3=38(LC 19), 2=181(LC 1), 4=108(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 1-8-14 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. 11; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ftt between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 11 Ib up at 2-0-12, and 30 Ib down and 30 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 Concentrated Loads (Ib) Vert: 5.8(B) 6=-24(B) January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF.7473 rev. icil03n015 BEFORE USE. Design valid for use only with MfTs4t0 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, deltvery, erection and bracing of trusses and truss systems, see ANSUTPil Quality Criterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mrfek USA, Inc. 400 Sunrise Avenue, Suite 270 ille—CA_95861 Job Truss 1805956 JO6A Truss Type Jack -Open Qty 2 Ply AJ RESIDENCE 1Job Reference (optional) R56784885 Louws Truss, Inc, Femdale, WA - 98248, LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 -0-10-13 0-10-13 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 3-3-9 3-3-9 CS!. TC 0.11 BC 0.30 WB 0.00 Matrix-P REACTIONS. (Ib/size) 3=82/Mechanical, 2=228/0-5-8, 4=46/Mechanical Max Horz 2=83(LC 12) Max Uplift 3=-53(LC 12) Max Gray 3=84(LC 19), 2=228(LC 1), 4=103(LC 3) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:50 2019 Page 1 ID:tN95gubg4bP?e14cUrjYYy7J77-wYZuBJHm7MyMlf2 BjeVQHOZCENeuakT3kdl uB3zuQjt 6-0-0 6-0-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl 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 BRACING - TOP CHORD BOT CHORD Scale = 1:18.1 PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 0% Structural wood sheathing directly applied or 3-3-9 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) -0-10-13 to 2-8-6, Interior(1) 2-8-6 to 3-2-13 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTetu 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 appkcability 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 menrbnn only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. anuary 18,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Truss Type Jack -Open 0 2 Ply AJ RESIDENCE obReference o.tionaa) R56784886 Job Truss 1805956 JOBB 'Loon Truss, Inc, Femdale, WA - 98248, -0-10-13 0-10-13 9.00 12 2x4 = 4-10-3 4-10-3 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:52 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-sxheb?I1 fzC4?zCag3YuNpeVt8KM2dzMBxn_Gxzu0jr 6-0-0 4 6-0-0 w Scale: 1/2'=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/TP12014 CSI. TC 0.32 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud 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 18 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 REACTIONS. (Ib/size) 3=137/Mechanical, 2=273/0-5-8, 4=46/Mechanical Max Horz 2=116(LC 12) Max Uplift 3=-81(LC 12) Max Gray 3=137(LC 19), 2=273(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 4-10-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-0-10-13 to 2-8-6, Interior(1) 2-8-6 to 4-9-7 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@? connectors. This design is based only upon parameters shown, and is for an individual building component, nol a tuns system. Before use, the building designer must verify the appfi ability 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/TPIf quality Criteria, D58-89 and BCSI Building Component Sarety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. anuary 18,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CR 96661 Job 1805956 Truss JO6C Truss Type Jack -Open Qty Ply 1 AJ RESIDENCE Job Reference (optional) R56784887 Louws Truss, Inc, Femdale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:54 2019 Page 1 I D: tN95g ubg4 i bP7e14cUrjYYy 7J 77oJpO0h KH Ba SoE H M yyU aMS EjmF_?q WXSffFG 5 Kq zu Qjp 5-10-11 2x4 = 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 CS!. TC 0.52 BC 0.30 WB 0.00 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 3=172/Mechanical, 2=305/0-5-8, 4=46/Mechanical Max Horz 2=137(LC 12) Max Uplift 3=-100(LC 12) Max Gray 3=172(LC 1), 2=305(LC 1), 4=103(LC 3) 2 5-10-11 6-0-0 6-0-0 4 1 '6 Scale = 1:27.6 DEFL. in (loc) 1/deft LJd 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: 20 Ib FT = 0% 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 5-10-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=11 omph (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) -0-10-13 to 2-8-6, Interior(1) 2-8-6 to 5-9-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. January 18,2019 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a tn�ss 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 i always required for stability and to prevent collapse with possible personal injury arrd properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusties and buss systems, see ANSIITP11 quality Criteria, DS13-89 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 27 Job 1805956 Truss J06D Ply 1 AJ RESIDENCE Job Reference (optional R56784888 Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 r• -1-2-0 1-2-0 0 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:56 2019 Page 1 I D:tN95gu bq4 i bP?e14cUrjYYy7J77-kix9R NM Xi Cj VTa W L3vcgXfpDSoj m_Ryy6ZIC Pj zuQjn 6-0-0 6-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 Scale = 1:13.8 CSI. TC 0.09 BC 0.15 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ltd Vert(LL) -0.02 2-4 >999 240 Vert(CT) -0.03 2-4 >999 180 Horz(CT) -0.00 3 nla n/a PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. (Ib/size) 3=12/Mechanical, 2=209/0-5-8, 4=68/Mechanical Max Horz 2=52(LC 12) Max Uplift 3=-17(LC 12), 2=-11(LC 12) Max Gray 3=16(LC 19), 2=209(LC 1), 4=110(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 1-5-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 6) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 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 Concentrated Loads (Ib) Vert: 5=7(F) 6=-34(F) anuary 18,2019 ARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. only with MiTek5 connectors. This design is based only upon parameters shown, and is for an individual building component not use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, see ANSI?F11 Quality Criteria, DSB-B9 and BCSI Building Component 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 1805956 Louws Truss, Inc, Truss JOSE Ferndale, WA - 98248, Truss Type Qty Ply AJ RESIDENCE R56784889 Jack -Open '1 1 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:58 2019 Page 1 I D:tN 95g ubg4i bP?e14cU rjYYy7J 77-h42vs2 NoEpzDjul BKflc4uZRcPTSLS FatEJTbzuQj l 3-0-6 6-0-0 3-0-6 2-11-10 2 3x4 = 2-11-10 2-11-10 0-d-h2 3 6-0-0 2-11-10 16 Scale = 1:17.0 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 lncr YES Code IRC2015/TP12014 CSI. TC 0.12 BC 0.13 WB 0.00 Matrix-P DEFL, in floc) 1/defl Ud Vert(LL) -0.01 1-3 >999 240 Vert(CT) -0.03 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. (lb/size) 1=133/0-5-8, 2=88/Mechanical, 3=46/Mechanical Max Harz 1=66(LC 12) Max Uplift 2=-55(LC 12) Max Gray 1=133(LC 1), 2=89(LC 19), 3=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 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. January 18,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1Pl1 Quality Criteria, DSB-89 and SCSI Building Component Safely 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 Rosevllle,_CA 95661 Job Truss 'Truss Type Qty Ply AJ RESIDENCE R56784890 1805956 JO6F Jack -Open j 1 1 Job Reference (optional) Louws Truss, Inc, r Ferndale, WA - 98248, 9 a 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:11:59 2019 Page 1 ID:tN95gubg4ibP?el4cUrYYy7J77-9HcH3000?754K2EwI1AX9HRgi?IZBohOoX solzuQjk 4-7-1 6-0-0 3x4 = 4-7-1 4-6-5 4-6-5 1-4-15 4-771 6-0-0 0-0112 1-4-15 3 a Scale = 1:22.9 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 IRC2015/TPI2014 CSI. TC 0.34 BC 0.14 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.02 1-3 >999 240 Vert(CT) -0.03 1-3 >999 180, Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD 2x4 DF No.2 2x6 DF No.2 REACTIONS. (Ib/size) 1=190/Mechanical, 2=143/Mechanical, 3=47/Mechanical Max Horz 1=99(LC 12) Max Uplift 2=-82(LC 12) Max Gray 1=190(LC 1), 2=143(LC 1), 3=106(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 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) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 4-6-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. January 18,2019 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/0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Cdteda, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mill MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Eoseoito CA 95661 Job 'Truss (Truss Type 1805956 JO6G Jack -Open Qty Ply AJ RESIDENCE Job Reference (optional) R56784891 Louws Truss, Inc, Ferndale, WA - 98248, ui 3x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:00 2019 Page 1 ID:N95gubg4ibP?e14cUrjYYy7J77dfAgHkP2mQDxyCp611hmhVzmZP4owFxY1 BjPYUzuQij 6-0-0�00O-�-1 1 6-0-0 3 6-0-0 16 d 5n Scale = 1:28.8 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 0.66 BC 0.14 WB 0.00 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. (Ib/size) 1=240/Mechanical, 2=193/Mechanical, 3=47/Mechanical Max Horz 1=131(LC 12) Max Uplift 2=-109(LC 12) Max Gray 1=240(LC 1), 2=193(LC 1), 3=106(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/deft Ltd Vert(LL) -0.02 1-3 >999 240 Vert(CT) -0.03 1-3 >999 180 Horz(CT) -0,00 2 n/a Ma BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 23 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=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 3-7-15, Interior(1) 3-7-15 to 6-0-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=109. January 18,2019 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTel* 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 ANSVTPII Quality Criteria, DSB-89 end BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' MTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95881 Qty Ply AJ RESIDENCE R56784892 Job Truss 1805956 J06H •Louws Truss, Inc, Ferndale, WA - 98248, Truss Type Jack -Open 3x4 6-0-0 6-0-0 6-0-0 1 Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:01 2019 Page 1 I D:tN95gubg4ibP?e I4cU rjYYy7J77-5fk2U4 PgXkLoaLOIsSC?EiWxMpQ 1 fi BhG rTz4wzuQji 7-8-6 4 6-0-0 1-8-6 Scale = 1:34.7 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/TPI2014 CSI, TC 0.65 BC 0.14 WB 0.00 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.02 1-0 >999 240 Vert(CT) -0.03 1-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 26 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. All bearings Mechanical except (jt=length) 2=0-1-8. (Ib) - Max Horz 1=160(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 3 except 2=-137(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 1, 3, 4, 2 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 and C-C Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 7-7-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=137. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MTekte connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu'rldng 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 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 ANSITPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenu Rosevi January 18,2019 Job Truss Type Qty Ply IAJ RESIDENCE R56784893 1805956 Louws Truss, Inc, Truss J06I Femdale, WA - 98248, • Jack -Open 3x4 6-0-0 6-0-0 60-0 6-0-0 1 1 ,Job Reference (optional) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:03 2019 Page 1 I D:tN95gubg4ibP?eI4cU rjYYy7J77-12sovm Rw3Lb WpfYh_tETJ7bJnd6V7ch j 8y49 pzuQjg 7-11-6 1-11-6 4 Scale = 1:35.6 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 CSI. DEFL. in (loc) 1/deft L/d TC 0.53 Vert(LL) -002 1-4 >999 240 BC 0.14 Vert(CT) -0,03 1-4 >999 180 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matrix-P REACTIONS. (lb/size) 1=220/Mechanical, 4=47/Mechanical, 2=332/0-1-8 Max Horz 1=159(LC 12) Max Uplift 2=-160(LC 12) Max Gray 1=220(LC 1), 4=106(LC 3), 2=332(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 0% 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 and C-C Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 7-11-6 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=160, 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. January 18,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPI1 Quality Criteria, OS8-89 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 95561 Job Truss J08 Truss Type Jack -Open 1QtY 1 Ply AJ RESIDENCE Job Reference (optional) R56784894 1805956 Lotnvs Truss, Inc, • • c A Ferndale, WA - 98248, -1-6-0 2-5-10 1-6-0 2-5-10 8.220 s Nov 16 2018 MiTek Industries, Inc, Thu Jan 17 14:12:04 2019 Page 1 ID:IN95gubq4ibP?el4cUrjYYy7J77-VEQA76SYqfjNRp7tXbmisL8a0OR_s3x7yohdhFzuQjf Scale =1:182 0 8-0-0 8-0-0 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 IRC2015/TP12014 CSI. TC 0.18 BC 0.25 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ltd Vert(LL) -0.05 2-4 >999 240 Vert(CT) -0.09 2-4 >999 180 Horz(CT) -0,00 3 n/a n/a LUMBER - TOP CHORD SOTCHORD 2x4 DF No.2 2x6 DF No.2 REACTIONS. (Ib/size) 3=26/Mechanical, 2=283/0-5-8, 4=61/Mechanical Max Horz 2=60(LC 12) Max Uplift 3=-24(LC 12), 2=-14(LC 12) Max Grav 3=30(LC 19), 2=283(LC 1), 4=139(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: 23 Ib FT =0% Structural wood sheathing directly applied or 2-5-10 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) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 2-4-14 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Use USP JL24 (Wrth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 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 Uniforrn Loads (plf) Vert: 1-3=-64, 2-4=-16 Concentrated Loads (Ib) Vert: 6.5(B) 7=-2(B) January 18,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTeke connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 1805956 T JO8A Truss Type Jack -Open Ply AJ RESIDENCE R56784895 • Louws Truss, Inc, Ferndale, WA - 98248, • -1-6-0 1-6-0 5-0-8 Job Reference (optional) 8. 20 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:05 2019 Page 1 latN95gubg4ibP7e14cUrjYYy7J77-zRzZKSTBbzrE2zi451Hx0Yhj_QnDbVVBHBSRADhzuQje 7.00 112 3x4 = 5-0-8 Scale = 1:21.1 8-0-0 4 8-0-0 LOADING (psf) TOLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.29 Lumber DOL 1.15 BC 0.25 Rep Stress Inc': YES WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) -0.05 2,4 >999 240 Vert(CT) -0.09 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP h4T20 220/195 Weight: 28 Ib FT = 0% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. (Ib/size) 3=132/Mechanical, 2=344/0-5-8, 4=62/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-68(LC 12), 2=-13(LC 12) Max Grav 3=132(LC 1), 2=344(LC 1), 4=139(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 5-0-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) VVind: 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 4-11-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 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 MifektV 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 buss 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 ANSYTP11 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,'Sulte 270 1Job (Truss JOBB Truss Type Jack -Open Ply AJ RESIDENCE Job Reference (optional) R56784896 11805956 1. Louws Truss, Inc, Ferndale, WA - 98248, • .220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:05 2019 Page 1 I D: tN 95gubg4ibP?e14cUrjYYy7 J 77-zRzZKSTBbzrE2zi451 HxOYhalQn Db W BH BS RADhzu Qje 7-7-6 7.00 12 3x4 = 7-7-6 8-0-0 8-0-0 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 CSI. TC 0.88 BC 0.25 WB 0.00 Matrix-P Scale = 1:28.3 DEFL. in (loc) Udefl Ud Vert(a) -0.05 2-4 >999 240 Vert(CT) -0.09 2-4 >999 180 Horz(CT) -0.00 3 n/a Ma PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 REACTIONS. (Ib/size) 3=221/Mechanical, 2=420/0-5-8, 4 62/Mechanical Max Horz 2=141(LC 12) Max Uplift 3=-102(LC 12), 2=-25(LC 12) Max Gray 3=221(LC 1), 2=420(LC 1), 4=139(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 2-2-0 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 7-6-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=Ib) 3=102. anuary 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony 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 appticabiliy 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/TPIf Quality Criteria, D58-89 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. CA95661 ,Job Truss JO8C Truss Type Jack -Open Qty Ply 1 AJ RESIDENCE Job Reference (optional) R56784897 1805956 Louws Truss, Inc, Ferndale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:07 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-wp5JI7UR7a5xlGrSDjJPUzm vESh3QgaemwHlazuQjc • 1-6-0 8-0-0 10-2-3 1-6-0 8-0-0 2-2-3 3x4 = 6 8-0-0 • 8-0-0 4 5 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 0.58 BC 0.25 WB 0.00 Matrix-P DEFL. in (loc) l/defl Lid Vert(LL) -0.05 2-6 >999 240 Vert(CT) -0.09 2-6 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8. (Ib) - Max Harz 2=171(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 3=-123(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 6, 4 except 2=435(LC 1), 3=302(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=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 10-2-3 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4 except (jt=lb) 3=123. January 18,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl9 Quality Criteria, OSB-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, Suite 270 _f3osevjlle A.95661 1Job '1805956 Truss J08D 'Truss Type Jack -Open Ply 1 AJ RESIDENCE Job Reference (optional R567 9 Louws Truss, Inc, Femdale, WA - 98248, LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 0 8-0-0 8-0-0 8-0-0 8.220 s Nov 16 2018 MiTek Industries, inc. Thu Jan 17 14:12:08 2019 Page 1 I D:tN95gubg4i bP7e14cUriYYy7J77-00fhyTV3utDowQQemQge0BJ9feowotwjtQfrgozuQjb 12-9-1 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 8-0-0 4-9-1 CBI. DEFL. in (loc) Vdefl L/d TC 0.58 Verl(LL) -0.05 2-8 >999 240 BC 0.25 Vert(CT) -0.09 2-8 >999 180 WB 0.00 Horz(CT) -0.00 7 n/a n/a Matrix-P Scale = 1:43.2 PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=199(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 7, 4, 5, 6 except 3=-124(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6 except 2=435(LC 1), 3=302(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=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 12-8-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4, 5, 6 except (jt=lb) 3=124. ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. alid 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 aril 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 ANSL77.11 Duality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. anuary 18,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job (Truss 1805956 Tot , l Truss Type Common Qty 2 Ply AJ RESIDENCE Job Reference (optional) R56784899 Louws Truss, Inc, Ferndale, WA - 98248, • -1-6-0 1-6-0 5-11-8 5-11-8 9.00 ;12 3x4 3x4'' 3 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:09 2019 Page 1 I D:tN95gubq 4ibP?el4cUr'YYy7J77-sCD3ApVVheBLfXa?rK8LtZOrOZ181XJZs54POMSzuQja 11-11-0 13-5-0 5-11-8 1-6-0 4x4 = 8 3x4 1 1.5x4 3x4 II 3x4 -' 10 3x4 ' 5-11-8 11-11-0 Scale = 1:31.1 5-11-8 5-11-8 Plate Offsets �,Y)-- [2:0-1-12,0-0-5], [6:0.1.12,0-05 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 CS!. TC 0.32 BC 0.21 WB 0.04 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL) -0.02 2-8 >999 240 Vert(CT) -0.03 2-8 >999 180 Horz(CT) 0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 3-6-14, Right 2x4 DF No.2 3-6-14 REACTIONS. (Ib/size) 2=569/0-5-8, 6=569/0-5-8 Max Horz 2=99(LC 11) Max Uplift 2=-55(LC 12), 6=-55(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-505/62, 4-6=-505/63 BOT CHORD 2-8=0/291, 6-8=0/291 PLATES GRIP MT20 220/195 Weight: 58 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 Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 5-11-8, Exterior(2) 5-11-8 to 9-6-11, Interior(1) 9-6-11 to 13-5-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. ARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev. 10/03/2015 BEFORE USE. valid for use only with MrrekS connectors. This design is based only upon parameters shown, 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 design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the rage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB•89 and BCSI Building Component 5efetV information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. anuary 18,2019 400 Sunrise Avenue, Suite 270 L. Job TTruss 1805956 T02 Louws Truss, Inc, Ferndale, WA - 98248, • 1-6-0 , 1 6-10-14 6-10-14 Truss Type Common Qty Ply AJ RESIDENCE R56784900 5 1 Job Reference (optional) 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:10 2019 Page 1 ID:tN95gubg4ibP7e14cUrjYYy7J77-KOnSN9WJPVTW9ka1 urs65cOVrROLGjX0Kk8xuvzuQZ 13-8-10 20-6-6 27-5-12 28-7-4, 6-9-12 6-9-12 6-11-6 1-1-81 4x6 II 5 15 1.5x4 // 17 18 12 1911 20 10 21 22 9-2-2 9-2-2 3x4 = 3x4 = 18-3-2 9-1-0 3x4 = { 27-5-4 9-2-2 3x4 27-5-12 0 Scale = 1:63.0 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 Ina YES BCDL 8.0 Code IRC2015/TP12014 CSI. TC 0.54 BC 0.64 WB 0.25 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.22 10-12 >999 240 Vert(CT) -0.30 10-12 >999 180 Horz(CT) 0.04 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 146 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 SLIDER Left 2x4 DF No.2 4-2-3, Right 2x4 DF No.2 4-2-3 REACTIONS. (Ib/size) 2=1193/0-5-8, 8=1166/0-5-8 Max Horz 2=201(LC 11) Max Uplift 2=-93(LC 12), 8=-87(LC 13) Max Gray 2=1205(LC 19), 8=1182(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1440/115, 4-5=-1329/187, 5-6=-1337/189, 6-8=-1447/118 BOT CHORD 2-12=-111/1192, 10-12=0/795, 8-10=-12/1090 WEBS 5-10=-121/677, 6-10=-371/213, 5-12=-118/664, 4-12=-362/211 Structural wood sheathing directly applied or 4-4-9 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 13-8-10, Exterior(2) 13-8.10 to 17-3-13, Interior(1) 17-3-13 to 28-7-4 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) 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, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSLTPI7 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 Tel(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Tor:, Tru 1805956 T03 Truss Type Common 2 Ply AJ RESIDENCE R56784901 Louws Truss, Inc, Ferndale, WA - 98248, -1-1-8 -1-8 6-11-6 4x4 = 6-11-6 9.00 112 3x6 0-0-8 6-11-6 04-8 6-10-14 Job Reference (optiona)) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:12 2019 Page 1 latN95gubg4ibP?el4cUrjYYy7J77-GnvCorYax6kE02kQ?GvaB1Ts0F8fkeFJo2d2znzuQjX 13-9-2 20-6-14 , 24-2-0 , 6-9-12 6-9-12 3-7-2 14 13-9-2 6-9-12 4x4 = 15 20-6-14 6-9-12 3x6 24-2-0 3-7-2 3x6 Scale 1:66.2 Plate OffsetsA,Y)-- __ LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS SLIDER A2:0-0-1,0-1-12j SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 Left 2x4 DF No.2 4-2-0 REACTIONS. (Ib/size) 2=1041/0-5-8, 8=949/Mechanical Max Horz 2=220(LC 11) Max Uplift 2=-82(LC 12), 8=-47(LC 13) CSI. TC 0.50 BC 0.33 WB 0.17 Matrix-SH FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1239/99, 4-5=-819/144, 5-6=-818/141, 6-7=-718/82, 7-8=-932/81 BOT CHORD 2-12=-113/891, 10-12=-113/891, 9-10=-61/564 WEBS 4-10=-464/170, 5-10=-51 /427, 6-9=-375/92, 7-9=-55/730 DEFL. in (loc) 1/defl Vert(LL) -0,04 9-10 >999 Vert(CT) -0.08 9-10 >999 Horz(CT) 0,02 8 n/a BRACING - TOP CHORD BOT CHORD WEBS Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight: 142 Ib FT = 0% Structural wood sheathing directly applied or 5-9-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. 1 Row at midpt 4-10, 6-10 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) -1-1-8 to 2-5-11, Interior(1) 2-5-11 to 13-9-2, Exterior(2) 13-9-2 to 174-5, Interior(1) 17-4-5 to 24-0-4 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) 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, 8. January 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek e 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 overalr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criterfa, OSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. V11111111111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss 'Ply AJ RESIDENCE R56784902 1805956 Lowers T s, Inc, TO3A Ferndale, WA - 98248, 4x4 = Truss Type COMMON 11 !Job Reference (optional) 8,220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:13 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-kzSa0BZCiQs50BJcZ_QpjE000fTuT5US0iNcVEzuQjW 6-10-14 13-8-10 20.8.E 24-1-8 4 6-10-14 6-9-12 6-9-12 3-7-2 6-10-14 6-10-14 10 3x4 = 1.5x4 11 11 13-8-10 6-9-12 IQty 10 4x4 = 9 3x8 = 8 3x4 - 7 1.5x4 1 I 20-6-6 ( 24-1-8 6-9-12 3-7-2 ro M Scale = 1:65.9 Plate Offsets (X,Y)— [1:0-0-11,0-2-0] 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 0.52 BC 0.33 WB 0.17 Matrix-SH DEFL. in (loc) Vert(LL) -0.04 8-9 Vert(CT) -0.08 8-9 Horz(CT) 0.02 7 1/deft >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 139 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 4-2-0 REACTIONS. (Ib/size) 1=957/Mechanical, 7=957/Mechanical Max Horz 1=213(LC 11) Max Uplift 1=- i1(LC 12), 7=-48(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-1264/108, 3-0=-830/148, 4-5=-827/143, 5-0=-724/84, 6-7=-940/82 BOT CHORD 1-11=-117/921, 9-11=-117/921, 8-9=-62J569 WEBS 3-9=-491/174, 4-9=57/434, 5-8=-379/92, 6-8=-55/737 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-5-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. 1 Row at midpt 3-9, 5-9 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 3-7-15, Interior(1) 3-7-15 to 13-8-10, Exterior(2) 13.8-10 to 17-3-13, Interior(1) 17-3-13 to 23-11-12 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7. January 18,2019 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with ktiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/iPI1 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 Rosevllle�A858C1_.„..,„ Truss Type Qty AJ RESIDENCE Job Truss 1805956 TO3B Louws Truss, Inc, Ferndale, WA - 98248, 6 3x4 R56784903 Job Reference (option0 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:15 2019 Page 1 latN95gubq4ibP?el4cUr-YYy7J77-hMaKQsaSE16pFVT2hOSHof5PRS92xzzIU0sia6zuOjU 4-7-10 9-2-2 13-8-10 18-9-5 24-1-8 4-7-10 4-6-8 4-6-8 5-0-11 5-4-3 Common Girder 11 12 2x4 4x6 1 10 3 3x4 = JL26 2 4x4 = 4 9 6X8 J1261F-TZ 1 8 3x4 4-7-10 9-2-2 13-8-10 18-9-5 24-1-8 4-7-10 4-6-8 4-6-8 5-0-11 5-4-3 7 Scale = 1:68.1 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 NO Code IRC2015fTPI2014 CSI. TC 0.36 BC 0.35 WB 0.30 Matrix-SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 DEFL. in (loc) Udefl L/d Vert(LL) -0.06 9-10 >999 240 Vert(CT) -0.10 9-10 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 168 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-7 oc bracing. WEBS 1 Row at midpt 3-9, 4-9, 5-9 REACTIONS. (lb/size) 1=1462/Mechanical, 7=1436/Mechanical Max Horz 1=211(LC 5) Max Uplift 1=-452(LC 8), 7=-452(LC 9) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2166/707, 2-3=-1895/747, 3-4=-1409/637, 4-5=-1425/649, 5-6=-1318/483, 6-7=-1390/470 BOT CHORD 1-12=-624/1734, 10-12=-624/1734, 9-10=-572/1558, 8-9=-331/1016 WEBS 2-10=-309/156, 3-10=-277/708, 3-9=-809/356, 4-9=-696/1362, 5-9=-275/309, 5-8=-454/233, 6-8=-365/1114 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) 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 at 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) except (jt=Ib) 1=452, 7=452, 7) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 9-7-12 from the left end to connect truss(es) to front face of bottom chord. 8) Use USP JL26IF-TZ (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 13-9-6 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 4-6=-64, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-498(F) 13=-486(F) January 18,2019 WARNING - 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 MiTekg 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 anctior 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 ANSIIIPIl Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' Wick USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1805956 Truss Truss Type T04 FLAT GIRDER Ply AJ RESIDENCE 2 Job Reference (optional) R56784904 ' Louws Truss, Inc, Ferndale, WA-98248, 7x8 • 4-9-0 . 4-9-0 6x6 = 2 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:17 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-dkiSrYdmeMXVpcNopUlt4AjFiGpI Pm72xKLpe?zuQjS 9-2-7 13-7-15 17-8-15 21-10-0 26-2-9 4-5-8 4-5-8 4-1-1 4-1-1 4-4-9 6x8 = 3x8 4 12x18 = 5 15 I51 6x6 = Scale = 1:46.2 7x8 = 6 LQ UZl 9. .. _ /f I O � o I / lij 14 4x12 MT18HS 16 13 7x8 17 12 7x8 11 10x10 10 6x6 = 9 8x8 = x6 II 4-9-0 9-2-7 13-7-15 17-8-15 21-10-0 26-2-9 4-9-0 4-5-8 4-5-8 4-1-1 4-1-1 4-0-9 Plate Offsets (X,Y)-- [3:0-3-8,0-3-0], [5:0-9-0,0-9-0], [9:0-3-8,0-4-0], [10:0-3-0,0-1-0I, [11:0-4-12,0-7-0], [12:0-3-8,0-5-4], [13:0-3-4,0-5-4) 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 NO Code IRC2015/TPI2014 CSI. TC 0.46 BC 0.49 WB 0.71 Matrix-SH DEFL. in (loc) I/deft L/d Vert(a) -0.08 12-13 >999 240 Vert(CT) -0.12 12-13 >999 180 Horz(CT) 0.02 8 n/a n/a PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 470 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x12 DF SS TOP CHORD BOT CHORD 2x8 DF SS BOT CHORD WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 14=5940/0-3-7, 8=3469/0-3-8, 11=12346/0-6-0 (req. 0-6-9) Max Horz 14=-55(LC 4) Max Uplift 14-720(LC 4), 8c-418(LC 5), 11=-1498(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-4489/566, 1-2=-6961/845, 2-3=-3610/436, 3-4=-454/3615, 4-5=-454/3615, 5-6=-1757/219, 6-7=-3826/474, 7-8=-2464/317 BOT CHORD 13-14=-72/302, 12-13=-869/6967, 11-12=-454/3610, 10-11=-201/1581, 9-10=-473/3826 WEBS 1-13=-897/7354, 2-13=0/383, 2-12=-3716/459, 3-12=-395/3714, 3-11=-7994/977, 4-11=-3126/427, 5-11=-5893/722, 5-10=-267/2593, 6-10=-2328/287, 6-9=0/459, 7-9=-497/4117 2-0-0 oc purlins (6-0-0 max.): 1-7, except end verticals. 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 0-9-0 oc, 2x12 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-13 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 11 greater than input bearing size, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 14=720, 8=418, 11=1498. 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) 1347 Ib down and 159 Ib up at 4-9-8, and 1347 lb down and 159 Ib up at 19-4-0 on top chord, and 819 lb down and 97 Ib up at 2-5-8, and 819 Ib down and 97 Ib up at 6-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard oniinued an Dane 2 January 18,2019 ARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use anly with MTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding 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/TP/1 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, Suite 270 Job 1805956 Truss Type FLAT GIRDER Qty 1 ;Ply AJ RESIDENCE 2 Job Reference (optional) R56784904 Louws Truss, Inc, Truss T04 Femdale, WA - 98248, LQAD CASES) Standard 1) Dead + Roo( Live (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-319(F=-255), 2-7=-144(F=-80), 8-14=-501(F=-485) Concentrated Loads (lb) Vert: 2=-1315(F) 15=-1315(F) 16=-800(F) 17=800(F) 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:17 2019 Page 2 ID: W 95gubg4ibP?e14cUrjYYy7J77-dki5rYcime MXVpcNo pUIt4AMGpI Pm72xKLpe?zuQjS WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/0312015 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 ANSVTPI1 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' MTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job 1805956 Truss T05 Truss Type Common Qty Ply AJ RESIDENCE Job Reference (optional R56784905 Louws Truss, Inc, Ferndale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:18 2019 Page 1 IDAN95gubq4ibP?el4cUrjYYy7J77-5xGT3udKXyU06zBZMX0_Qljr7gB080cBA_4MBRzuQjR -1-6-0 7-8-12 15-5-8 16-11-8 I I I 1-6-0 , 7-8-12 7-8-12 1-6-0 7-8-12 7-8-12 Plate Offse X,Y —[2:0-0-9,0-1-12], [6:0-0-9,0-1-12] 4x4 = 4 15-5-8 7-8-12 Scale = 1:32.4 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 1 CSI. TC 0.65 BC 0.37 WB 0.05 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.06 2-8 >999 240 Vert(CT) -0.10 2-8 >999 180 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 68 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 SLIDER Left 2x4 DF No.2 4-4-2, Right 2x4 DF No.2 4-4-2 REACTIONS. (Ib/size) 2=711/0-5-8, 6=711/0-5-8 Max Horz 2=-95(LC 10) Max Uplift 2=-69(LC 12), 6=-69(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-744/69, 4-6=-744/69 BOT CHORD 2-8=0/512, 6-8=0/512 WEBS 4-8=0/293 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 7-8-12, Exterior(2) 7-8-12 to 11-3-15, Interior(1) 11-3-15 to 16-11-8 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Pb uplift at joint(s) 2, 6. January 18,2019 ARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/0312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, 0S8.-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 lle_CA 95661 Job Truss 1805956 T05A Truss Type ommon City 4 Ply AJ RESIDENCE 'Job Reference (optional) R56784906 Louws Truss, Inc, Ferndale, WA - 98248, -1-6-0 1-6-0 4x4 = Plate Offsets (X,Y)— [2:0 0-5,0-1 8]�60 CI-5 p-1-8] 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 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:20 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-1 JNDUaeb3Zk5MGLyTy2SVjo9NTrYc14UdIZTFKzuQjP 7-8-12 I 15-5-8 7-8-12 7-8-12 7-8-12 7-8-12 4x4 4 7 1.5x4 II 15-5-8 7-8-12 cSI. TC 0.79 BC 0.39 WB 0.05 MatrixSH DEFL. in (loc) I/defl Lid Vert(LL) -0.08 6-7 >999 240 Vert(CT) -0,13 6-7 >999 180 Horz(CT) 0.01 6 n/a n/a 3x4 4x4 = Scale = 1:31.5 PLATES GRIP MT20 220/195 Weight: 66 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS SLIDER REACTIONS. 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 Left 2x4 DF No.2 4-4-2, Right 2x4 DF No.2 4.4-2 (Ib/size) 6=600/Mechanical, 2=724/0-5-8 Max Horz 2=92(LC 11) Max Uplift 6=-42(LC 13), 2=-69(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-772/74, 4-6=-763/78 BOT CHORD 2-7=-2/537, 6-7=-2/537 WEBS 4-7=0/298 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-6-8 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 7-8-12, Exterior(2) 7-8-12 to 11-3-15, Interior(1) 11-3-15 to 15-4-12 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 3) This truss has been designed for a 10.0 psf bottom chord live Toad 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) 6, 2. January 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII Qualify Criteria, DSB-89 end 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 CA95E61 Job 'Truss Truss Type Qty 1 Ply AJ RESIDENCE R56784907 1805956 T06 Monopitch Louws Truss, Inc, Ferndale, WA - 98248, 5-1-11 Job Reference (optional 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14;12:21 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77-V WxchwfDgtsyzQw81 fZh2wLP 1 tF3LkddsyJ 1 nmzuQjO 10-3-6 3x6 6 1.5x4 I 5-1-11 9.00 12 5-1-11 5 3x4 = 5-1-11 10-3-8 3x4 II 3 4 3x4 = 5-1-11 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' I Rep Stress Incr YES BCDL 8.0 i Code IRC2015/TP12014 CSI. TC 0.48 BC 0.18 WB 0.10 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.02 4-5 >999 240 Vert(CT) -0.03 4-5 >999 180 Horz(CT) 0.00 4 n/a n/a Scale = 1:60.2 PLATES GRIP MT20 220/195 Weight: 76 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. WEBS 1 Row at midpt 3-4, 2-4 REACTIONS. (Ib/size) 4=400/Mechanical, 6=400/Mechanical Max Horz 6=276(LC 9) Max Uplift 4=-133(LC 9) Max Gray 4=444(LC 19), 6=416(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-338/75, 1-6=-385/91 BOT CHORD 5-6=-395/408, 4-5=-198/310 WEBS 2-4=-351/188 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) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 10-1-10 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) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 4=133. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 thus web and/or chard members only. Additional temporary and permanent bracing is ahways 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 ANSYIPII Quality Criteria, DSB-88 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 Ros.ealIe-.CA.95661 Job Truss Truss Type Qty Ply AJ RESIDENCE R56784908 1805956 TO6A i 1Monopich t 1 1 . I Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 3x4 8.220 s Nov 16 2018 MiTek Industrios, Inc. Thu Jan 17 14:12:22Page 1110495gubq4ibP?el4cUrjYYy7J77- JV_uGgrbB_pbaVLbM4wa8ueUhlbd49Ln5c2aKCzuQiN 4-8-5 9-7-0 4-8-5 6 1.5x4 I I 4-8-5 4-10-11 9-7-0 1.5x4 I 4 5 3x4 = 4-8-5 4-10-11 Scale = 1:45.7 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.24 Lumber DOL 1.15 BC 0.16 Rep Stress Incr YES WB 0.20 Code IRC2015/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-9-6 REACTIONS. (Ib/size) 1=375/Mechanical, 5=375/Mechanical Max Horz 1=198(LC 9) Max Uplift 1=-5(LC 12), 5=-86(LC 12) Max Grav 1=375(LC 1), 5=387(LC 19) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 5-6 >999 240 Vert(CT) -0.02 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-421/68 BOT CHORD 1-6=-148/310, 5-6=-148/310 WEBS 3-5=-352/122 PLATES GRIP MT20 220/195 Weight: 55 Ib FT tt 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 9-5-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanicatconnection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. January 18,2019 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE P411.7473 re, 10103/2015 BEFORE USE. Design valid for use only with MiTehlb connectors. This design is based only upon pararneters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appticability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent truckling 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, delNery. enaction and bracing of trusses and truss systems, see ANSIITTO1 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 Resemitte.CA_95961 Job 1805956 • Truss T07 Truss Type 'Monopitch Girder Qty Ply AJ RESIDENCE Job Reference (optional) R56784909 Louws Truss, Inc, Ferndale, WA - 98248, 3x4 = 3-10-12 3-10-12 3-10-12 3x6 2 10 2x4 II 8-0-0 4-1-4 7.00 12 8-0-0 1.5x4 I1 3 9 4x4 = 3-10-12 4-1-4 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:22 2019 Page 1 ID:tN95gubg4bP?e14cUrjYYy7J77-_iV_uGgrbB_pbaVLbM4wa8ufTHZm481n5c2aKCzuQjN 10-1-8 11-1-0 12-1-8 14-1-8 14-6-15 2-1-8 �11.81-0-8 2-0-0 0(87 7 8 Iq Scale =1:50.1 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 NO Code IRC2015/TP12014 CSI. TC 0.18 BC 0.28 WB 0.26 Matrix-P DEFL. in (loc) 1/defl Lid Vert(LL) -0.01 9-10 >999 240 Vert(CT) -0.02 9-10 >999 180 Horz(CT) -0.01 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 55 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 1=0-5-8, 8=Mechanical, 9=Mechanical. (Ib) - Max Horz 1=190(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 8, 4, 5, 6, 7 except 9=-165(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 8, 4, 5, 6, 7 except 1=753(LC 1), 9=875(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-868/0 BOT CHORD 1-10=-96/691, 9-10=96/691 WEBS 2-10=-21/616, 2-9=-811/151 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 4, 5, 6, 7 except (jt=1b) 9=165. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7. 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, 3-8=-64, 1-9=-136(F=-120) January 18,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IVIII MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseviite,�A-95661 Job 1805956 Truss Type Flat Girder Qty Ply AJ RESIDENCE R56784910 ITruss IT08 Job Reference o•tonal) Louws Truss, Inc, Ferndale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:23 2019 Page 1 ID:tN95gubg4ibP?e14cUrjYYy7J77Su3M6bgTLU6gDk4X94b97LQoshudpcGwJGo7sezuQjM LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 8.0 3-10-8 3-10-8 1 2 x4 4x4 6 5 4 7 3 3x6 II JL24 6x6 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.27 BC 0.37 WB 0.22 Matrix-P 3-10-8 3-10-8 4x4 = DEFL. in (Ioc) I/defl Lid Vert(LL) -0.01 3-4 >999 240 Vert(CT) -0.02 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Scale = 1:57.8 Weight: 63 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 WEBS 1 Row at midpt 1-4, 2-3 REACTIONS. (Ib/size) 4=514/Mechanical, 3=514/Mechanical Max Horz 4=-267(LC 4) Max Uplift 4=-495(LC 4), 3=-495(LC 5) Max Grav 4=732(LC 30), 3=757(LC 29) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-6=-512/441, 1-6=-294/129, 3-5=-304/129, 2-5=-294/56 BOT CHORD 3 4=-254/245 WEBS 3-6=-380/380 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) Provide adequate drainage to prevent water ponding. 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) except (jt=Ib) 4=495, 3=495. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-164(F=-100), 3-4=-16 Concentrated Loads (Ib) Vert; 7=-384(F) January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek®wnnectors. This design is based only upon parameters shown, and is for an individual building component, not a t us> 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 bucking 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 ANSUIPII 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 95b.61 Job Truss ITruss Type Qty Ply AJ RESIDENCE R56784911 1805956 T09 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, 1 Ferndale, WA - 98248, -2-0-0 2-0-0 I 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:24 2019 Page 1 ID tN95gubg4ibP?e14cUrjYYy7J77-w5dkJxh56oEXqufjin7OgZzsJ4C0Y6u4YwXhO5zuQjL 7-5-8 3x4 7-5-8 1.5x4 II 3 1.5x4 II 7-5-8 7-5-8 Scale = 1:17.6 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/TP12014 CSI. TC 0.73 BC 0.49 WB 0.00 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.13 2-4 >643 240 Vert(CT) -0.24 2-4 >357 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 26 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 4=261/Mechanical, 2=448/0-5-8 Max Horz 2=61(LC 11) Max Uplift 4=-32(LC 12), 2=-105(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 Exterior(2) -2-0-0 to 1-7-3, Interior(1)1-7-3 to 7-3-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 2=105. January 18,2019 WARNING - Verily 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 MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111111.11111111 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosayille CA 95661 Truss T10 Truss Type Monopitch Qty 5 Ply 1 AJ RESIDENCE Job Reference (optional) R56784912 Job 1805956 Louws Truss, Inc, -2-0-0 Femdale, WA - 98248, 6-0-8 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:25 2019 Page 1 I D:tN95gubg4ibP?e14cUrjYYy7J77-0HB6XHijt6MOS 1 EwGVedCmW6EUbEHS?DnZHEwXzuQjK 11-11-8 2-0-0 2 3x4 = 6-4-8 6-4-8 3.00 112 3x4 1.5x4 II 5-7-0 Scale = 1:22.6 1.5x4 II 4 3x4 = 6-4-8 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 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 5=450/Mechanical, 2=620/0-5-8 Max Horz 2=93(LC 9) Max Uplift 5=-58(LC 12), 2=-121(LC 8) CSI. TC 0.34 BC 0.29 WB 0.46 Matrix-SH FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1000/95 BOT CHORD 2-0=-119/921, 5-0=-119/921 WEBS 3-5=-932/127 DEFL. in (loc) I/defl Ud Vert(LL) -0.04 2-6 >999 240 Vert(CT) -0.08 2-6 >999 180 Horz(CT) 0,02 5 nla n/a 5-7-0 PLATES GRIP MT20 220/195 Weight: 49 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-15 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 Exterior(2) -2-0-0 to 1-7-3, Interior(1) 1-7-3 to 11-9-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=Ib) 2=121. ARNING - 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 AMTek® connectors. This design is based only upon parameters shown, and is for an individual bulkiirg component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bu"sltling 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 ANSVTP11 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. anuary 18,2019 Tel(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Truss Til Truss Type Flat Girder Qty 1 Ply 1 AJ RESIDENCE Job Reference (optional) R56784913 Job 1805956 Louws Tru Inc, Femdale, WA - 98248, 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Jan 17 14:12:29 2019 Page 1 I D:tN95g ubg4ibP?e14cUr1YYy7J77-G2QdM8ExKtgxfXhVLiZNcgpL5xNDJupiBFS3l zuQjG 4 2x4 II 3-10-8 3-10-8 3-10-8 3 4x4 3-10-8 { Scale = 1:42.4 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 NO Code IRC2015/TP12014 CSI. TC 0.27 BC 0.35 WB 0.21 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -001 3-4 >999 240 Vert(CT) -0.02 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 45 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 4=502/Mechanical, 3=502/Mechanical Max Horz 4=-189(LC 4) Max Uplift 4=-280(LC 4), 3=-280(LC 5) Max Gray 4=561(LC 30), 3=587(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-369/249, 2-3=-294/56 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=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) Provide adequate drainage to prevent water ponding. 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) except (jt=Ib) 4=280, 3=280. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Use USP JL24 (With 10d nails into Girder 8 NA9D nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-164(F=-100), 3-4=-16 Concentrated Loads (Ib) Vert:5=-359(B) January 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIr-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTelc® 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 andlor chord members only, Additional temporary and permanent tracing. 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/TP/1 Quality Crtterla, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �MTek' Yilte Gt_i M7ek USA, Inc. 400 Sunrise Avenue, SURD 270 Symbols PLATE LOCATION AND ORIENTATION 1, 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. MIMED For 4 x 2 orientation, locate plates 0• ''1e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/Pit National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6.4-8 1 dimensions shown in ft•in•sixteenths (Drawings not to scale) TOP CHORDS 3 111 Ark 8 BOTTOM CHORDS 7 6 5 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. ©2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet MII-7473 rev. 1010312015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or )(bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braoes 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. <0 J ' WM41 1 TO5A w I i Ella -2 . I f 62-00-00 a t"' JO6A r4FJOO T07tL r 1 JOBD JOBC — (?JOOE 2 JOOB JO6C raG -, 0' --,,,2 C..? — 02E JO6B , JOSH JOSH JO2F JO6A - J06I H 7 HO7A 4 W o r4 o -,, 1 HO8A HOBB _ HO8C TO3A - •.- T038 i i JO 4-, 06 TOB TO z 0 0 C TO3AA 74 TO3MIN JO3D 9 03D 1.20 ADDITIONAL BEARING .3AA MI 03C TO3 TO3A A TO JO TO3A _. TO3 T03 3E 02 JO3E _ 9 _ __ JO3E ',',4'. TO2 JO3E TO2 JO3E TO2 G 0 TO1 9-07-04 0 0 S''; 11.11-DO 15-06-04 3-11-08 41-00-00 Sales: Luke Whitford Project # 1805956 Name: AJ RESIDENCE Sub.: Lot: # 4 Date: 1/18/2019 LOUW TRUS INCIIPIlifil 360.384.9000 JO6A J06 r- 0 00 9-07-04 T02 25-06-00 co H07 HO7A H08- HO8A H08B HO8C TO3A T03B T03B TO3A TO?A ADD ADDITIONAL BEARING TO3A 41-00-00 TO3A TO3A TO3A T03 T03 15-06-04 T06P�f Sales: Luke Whitford Project # 1805956 Name: AJ RESIDENCE Sub.: Lot: # 4 Date: 1/18/2019 J03 JO3A JO3C 7--- JO3D JO3C J036 - - t_--- JO3A 03 JO3E J03E JO3E JO3E -1J03E HJ03E 0 0 TRUSS :tiVIPCea.+..Tee 360.384.9000 ATWATER ONE INC Page 1 of 3 L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m. to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regional office (httos://Ini.wa.nov/acencv/contacU#office-locations), or you can call the Office of Information and Assistance at 360-902-5800. Leber & Industries (httos//Ini.wa,goy), ATWATER ONE INC Owner or tradesperson Principals RODRIGUEZ, RANDY C, PRESIDENT Doing business as ATWATER ONE INC WA UBI No, 602 807 403 17006 22nd st ne SNOHOMISH, WA 98290 425-334-2197 SNOHOMISH County Business type Corporation Governing persons RANDY C CLYDE RODRIGUEZ LINDA AVERY RODRIGUEZ; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. ATWATOI927C8 Effective — expiration 02/28/2008— 10/30/2020 Bond Western Surety Co Bond account no. 63508598 Active Meets current requirements. $12,000.00 Received by L&I Effective date 02/22/2018 04/01/2018 Expiration date Until Canceled Bond history Insurance 67/3/ Id- I Nautilus Ins Co Policy no. $1,000,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602807403&LIC=ATWATOI927C8&SAW= 8/25/2020 • GENERAL_ CONSTRUCTION NOTES GENERAL: ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE 2015 IRC AND THE 2015 IBC N CONJUNCTION WITH THE CURRENT EDITION OF THE WASHINGTON STATE BUILDING CODE AND ALL OTHER LOCAL CODES IN EFFECT. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE BUILDING DESIGNER OF ANY DISCREPANCIES IN THE DRAWINGS PRIOR TO THE START OF ANY WORK. ALL MATERIALS AND WORKMANSHIP SHALL BE AS SPECIFIED BY THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS AND SHALL CONFORM TO THE REQUIREMENTS OF ALL APPLICABLE CODES N EFFECT. WHERE THERE IS A CONFLICT BETWEEN THE CONSTRUCTION DRAWINGS AND THE REFERENCED CODES, THE REFERENCED CODES 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 CC -TAILING SHOWN, THE CONSTRUCTION METHODS USED SHALL BE THE SAME AS FOR OTHER SIMILAR WORK SUBJECT TO THE REVIEW AND APPROVAL OF THE BUILDING DESIGNER. TYPICAL CONSTRUCTION AND INDUSTRY STANDARDS SHALL BE FOLLOWED THROUGHOUT. ALL CONSTRUCTION SHALL BE OF THE HIGHEST QUALITY WORKMANSHIP. ALL WALLS SHALL BE FRAMED PLUMB AND TRUE. ALL CONNECTIONS SHALL BE MADE SECURE ACCORDING TO ACCEPTED CONSTRUCTION PRACTICES OR AS SPECIFIED IN THESE PLANS AND DRAWINGS. NOTED DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND ITS COMPONENTS UNTL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED AND SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS, METHODS. TECHNIOUES, SEQUENCING OF AND OR OTHER PROCEDURES REOUIRED TO PERFORM THE WORK. ALL CONTRACTOR INMATED 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 REPRESENTATNES. 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 DMA: 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 wf 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 RC, AND PROVIDE THE MINIMUM AND MAXIMUM DIMENSIONS AS FOLLOWS: MINIMUM WIDTH 3'-0- MINIMUM RUN 0'-10' MAXIMUM RISE 0'-73M' MINIMUM NOSING PROJECTION O'-03/4- MAXIMUM NOSING PROJECTION O'LI 1/4' LANDINGS LANDINGS AT ALL STAIRS SHALL HAVE A MINIMUM DIMENSION IN THE DIRECTION OF TRAVEL THAT IS NOT LESS THAN 36' (THE REQUIRED WIDTH OF THE STAIR) HANDRAILS THE HANDGRIP PORTION OF ALL HANDRAILS SHALL BE 1-114' - 2' IN CROSS -SECTIONAL DIMENSION. HANDRAILS SHALL HAVE A MINIMUM HEIGHT OF 34' WITH A MAXIMUM HEIGHT OF 38' ABOVE THE PLANE OF THE TREAD NOSING, AND SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE STAIRS. THE ENDS OF HANDRAILS SHALL TERMINATE TO THE WALL OR NEWEL POSTS (STARTING NEWEL OR VOLUTE SHALL BE LOCATED WITHIN THE FIRST TREAD.) HEADROOM MINIMUM HEADROOM SHALL BE 6'-8-, AS MEASURED VERTICALLY, FROM A PLANE PARALLEL AND TANGENT TO THE STAIR NOSING, TO THE FINISHED SOFFIT OR OTHER CONSTRUCTION ABOVE. AT ALL POINTS. FIRE BLOCKING FIRE BLOCKING SHALL BE INSTALLED IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN AND IN BETWEEN STUDS ALONG AND IN UNE WITH THE RUN OF STAIRS AT UNFINISHED WALLS BENEATH THE STAIR. FIRE PROTECTION ALL ENCLOSED USABLE SPACE UNDER THE STAR 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 OPENINGAREA 5.7 SOFT MINIMUM NET CLEAR OPENING AREA 5.0 SQFT 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 WITR1 IRC, SECTION 613. GLAZING IN HAZARDOUS LOCATIONS AS DETERMINED BY THE IRC, SECTION 308 SHALL BE SAFETY GLASS. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURE FOR EACH WINDOW PER 2015 IRC SECTION R612.1. ALL OPENINGS IN EXTERIOR WALLS AND OPENINGS FROM THE HEATED SPACE TO UNHEATED SPACES SHALL BE WEATHER STRIPPED AND CAULKED. FIREPLACES AND CHIMNEYS: GENERAL ALL 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 HAVEA TIGHTLY FITTING FLUE DAMPER INSTALLED WITH A READLY 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 CONDIITONS OF APPROVAL OR THE MANUFACTURES INSTALLATION PROCEDURES AND SHALL COMPLY WITH SECTICN R1005 OF THE IRC. FIRE BLOCKING FRE 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 FDGF 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 GI a7FQ 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 701N. ABOVE THE DRAIN INLET AT ALL SHOWER STALLS. WATER EFFICIENCY THE MAXIMUM WATER USE ALLOWED IN GALLONS PER FLUSH (GPF) OR LITERS PER RUSH (LPF) FOR WATER CLOSETS SHALL BE LIMITED TO A MAXIMUM RATE OF 1.6 GPFB.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 GPM9.5 LPM LAVATORY FAUCETS 2.5 GPM/9.5 LPM KITCHEN FAUCETS 2.5 GPM9.5 LPM REPLACEMENT AERATORS 2.5GPM9.5 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 SHA I&BE PROVIDED BY INTERMITTENT VENTILATION INTEGRATED WITH THE FORCED -AIR SYSTEM (PER RC 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 SE 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 AUTOMAQC 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 NOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)" THE INTERMITTENTLY OPERATED, INTEGRATED FORCED -AR 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. AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER. THE OUTDOOR AR 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 SYa I eM 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 H000 OR A 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 15 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 GARANFR LOCAL EUTAIIST VENTILATION: CRC SECTION M1507A) 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 916 OR AMCA 210. WATER HEATERS: ALL WATER HEATER STORAGE TANKS SHALL HAVE A MINIMUM EQUIPMENT EFFICIENCY RATING OF 82%EF PER TABLE 4062. WSEC. ELECTRIC WATER HEATERS IN UNHEATED SPACES OR ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSEiLE, 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 N ACCORDANCE WITH THE FOLLOWING TABLE. ALL HEIGHTS LISTED SHALL BE MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE FIXTURE OUTLET UNLESS OTHERWISE NOTED: EXTERIOR UGHT FIXTURES 72' TYPICAL WALL OUTLETS 12' TYPICAL WALL SWITCHES 44' ABOVE COUNTER OUTLETS AT KITCHENS 44' ABOVE COUNTER OUTLETS AT UTILITY ROOMS 44' ABOVE COUNTER OUTLETS AT LAVATORIES AND BATHS 40' WALL OUTLETS FOR MICROWAVE, RANGE HOODS, ETC. PER MANUF. SPECS. WALL OUTLETS AT SERVICE AREAS 48' SMOKE DETECTION ALARMS PER MANUF. SPECS. AND RC R314 CARBON MONOXIDE DETECTION ALARMS PER MANUF. SPECS. AND RC R315 DOOR CHIMES 12' FROM CELING PUSHBUTTONS 44' TIERMOSTATS 60' LIGHT BARS OVER VANITIES 84' STEP LIGHTS 6' ABOVE SKIRT BOARD INSULATION: UNLESS NOTED OTHERWISE ON PLANS, INSULATION SHALL BE INSTALLED AS FOLLOWS: CEILINGS R-41 ALL BAFFLES SHALL BE INSTALLED TO MAINTAIN A MINIMUM OF 1' CLEAR SPACE ABOVE INSULATION ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 6' ABOVE BAIT INSULATION ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 12' ABOVE LOOSE TILL INSULATION SINGLE JOIST OR RAFTER VAULTED CEILING R-38 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 AT UN FACED BATT INSULATION PROVIDING ONE OF THE FOLLOWING: 4 MIL POLY VAPOR BARRER 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 BATT INSULATION OR FRICTION FIT UNFACED BATT INSULATION PROVIDING ONE OF THE FOLLOWING: 4 MIL POLY VAPOR BARRIER PVA PAINT WITH A DRY CUP PERM RATING OF 1 FLOORS OVER UNCONDITIONED SPACES R-38 SLABS ON GRADE (PERIMETER INSULATION) R-10 PERIMETER INSULATION SHALL BE PROVIDED BY USING ONE OF THE FOLLOWING METHODS: ON INSIDE OF FOUNDATION WALL FROM TOP OF THE SLAB DOWNWARD FOR A MINIMUM DISTANCE OF 24' ON INSIDE OF FOUNDATION WALL FROM TOP OF THE SLAB DOWNWARD AND THEN HORIZONTALLY BENEATH THE SLAB FOR A MINIMUM DISTANCE OF 24' DUCT SYSTEMS ALL SUPPLY AR 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 UNCONOITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4 TO PREVENT CONDENSATION (NOT REQUIRED FOR DRYER UNITS). ALL OUTSIDE MR 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 AF.U.E. RATING OF NOT LESS THAN 92%. DESIGN PARAMETERS USED SHALL BE AS SET FORTH IN THE WASHINGTON STATE ENERGY CODE, SECTION 302. FURNACE SHALL BE USTED AND INSTALLED N ACCORDANCE WITH CONDITIONS OF LISTING AND APPROPRWTE 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 %OF DESIGN LOAD, AND SHALL BE PROVIDED WITH A PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/ WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. AIR LEAKAGE : THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH SECTION 402A - 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 ENE$SaY EFFICIENCY REQUIREMENTS: HIGH EFFICIENCY ELVA NT HEATING UNIT twarmixoseku. BE A GAS FURNACE WITH A MINIMUM AFUE OF 95%, IN ACCORDANCE WITH TABLE R4062Ja - WSEC, PROVIDING 0.5 ENERGY CREDITS. EFFICIENT WATER HEATING WATER HEATING SYSTEM INSTALLED SHALL BE A GAS WATER NEATER WITH A MINIMUM EF OF 82%, IN ACCORDANCE WITH TABLE R406.25b - WSEC, PROVIDING 1.5 ENERGY CREDITS. MOISTURE CONTROL: ATTIC AND CRAWL SPACE ACCESS PANELS SHALL BE WEATHERSTRIPPEDAND 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 BUCK 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 EMEND 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 -RESISTIVE 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. W000 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. 8. AT WALLAND ROOF INTERSECTIONS. 7. ATBUILT4N GUTTERS. RESIDENCE / GARAGE SEPARATION: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY 1/7 GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY 5I8' TYPE 7C GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY 1A7 GYPSUM BOARD OR EQUIVALENT. ASSRE / I AT I ON LIST MAR 2011 EDITION AB ANCHOR BOLT ABV ABOVE ADJ ADJUSTABLE AFF ABOVE FINISHED FLOOR ALT ALTERNATE ALUM ALUMINUM ANC ANCHOR(AGE) APPROX APPROXIMATE ARCH ARCHITECTURAL) AUTO AUTOMATIC SAWN 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 BVLBEVELED BW BOTH WAYS CAB CABINET CB CATCH BASIN CF CUBIC FOOT CIRC CIRCUMFERENCE CJ CEILING JOIST CLG CEIUNG 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 DHUNG DOUBLE HUNG DIAG DIAGONAL DIAM DIAMETER DIM DIMENSION DL DEAD 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 LINE FG FIXED GLASS FIN FINISH(ED) FIXT FIXTURE FLR FLOOR FLUOR FLOURESCENT FNC FENCE END 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 LIRE 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 SYMBOL_ LEGEND PCF POUNDS PER CUBIC FOOT PERF PERFORATE(D) PERI PERIMETER PERP PERPENDICULAR PL PROPERTY UNE PLAM PLASTIC LAMINATE PLF POUNDS PER LINEAR FOOT PLT PLATE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT PWD PLYWOOD R RISER RAD RADIUS RAFT RAFTER RD ROOF DRAIN REF REFERENCE REG REGISTER REQD REQUIRED RETG RETAINING REV REVISION RFG ROOFING RH RIGHT HAND RM ROOM RO ROUGH OPENING ROW RIGHT OF WAY S SOUTH SC SOLID CORE 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 REVISIONS f SHEET INDEX MAR 2011 EDITION A1.1 GENERAL NOTES AI.2 SITE PLAN AI.3 MAIN LEVEL FLOOR PLAN AI.4 FRONT ELEVATION, REAR ELEVATION AND BUILDING SECTIONS AI.5 SIDE ELEVATIONS 51.1 STRUCTURAL NOTES 51.2 FOUNDATION PLAN MAIN LEVEL STRUCTURAL WALL FLAN 51.5 ROOF FRAMING PLAN 52.1 STRUCTURAL DETAILS 52.2 STRUCTURAL DETAILS CI DRAINAGE CONTROL PLAN C2 TEMPORARY EROSION & SEDIMENTATION CONTROL FLAN Y SEPARATE PERMIT REQUIRED FOR: ❑ VIETElectrIcal ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION C :r floes arc REVIEWED FOR 1 CODE COMPLIANCE APPROVED .FKCAU619 2020 Ail t41C I City of Tukwila BUILDING DIVISION I MAR 2011 EDITION -� EARTH-BACKFILL Section MATERIAL POGH� GRAVEL Section �///////4 FIRE BRICK Section EARTH -UNDISTURBED CONCRETE TOPPING WOOD Section Section Elevation CONCRETE Beoticn A MASONRY - BRICK Section / STEEL Section ALUMINUM Section Ilflff{UA1illifR)1f111{11 CONCRETE BLOCK emotion SAND section FINISH LUMBER Section FRAMING LUMBER Section L STONE Elevation o In lam Sari e iii FACE BRICK Elevation LUMBER BLOCKING STUCCO swum Elevation PLYWOOD Section GATT INSULATION section RIGID INSULATION Section GLASS Elevation I I IIJ J 1 ( 1 I J 1 I WOOD SHINGLES Elevation IBA !OM MI awmm WOOD SHAKES Elevation CD SDIC.O FAN (VTO) 0 P1--6 1 ANNOTATION SYMBOLS DESCRIPTION SYMBOL DESCRIPTION 110 VOLT SMOKE DETECTOR NTERCON4ECTED fill BATTERY BACKUP 110 VOLT SMOKE DETECTOR R CARBON MONOXIDE MONITOR COMBO INTERCONNECTED W/ BATTERY BACKUP EXHAUST FAN (VENT _ `v\START � TO OUTSIDE) I FANG, ELEVATION DATUM REFERENCE Po1NT LOAD FROM ABOVE SPLAY CENTER LINE DESIGNATOR PLATE LINE DESIGNATOR FRAMING START REFERENCE TACT REVISION TAG SLOPED CEILING TAG SECTION REFERENCE O snr -4 WINDOW REFERENCE Mb. s'-0• x . -0' TAG ELEVATION REFERENCE Ita. 5 9 306e f->< e'M' -n file EXTERIOR ENVELOPE 0I DOOR REFERENCE TAG DETAIL REFERENCE SHEARWALL TYPE AND SCHEDULE REFERENCE D19-0362 GRIP LINE REFERENCE HOLDOILN TYPE AND DETAIL REFERENCE /53.1 r LINE STYLES LINEY'{ORK DESCRIPTION SECTION CUT LINES, BOUNDARY LIMES AND MATCH LINES CENTER LINE& PROJECTION LINES AND ELEVATION FLOOR LEVEL LINES - CEILING SURFACE PROJECTIONS AND EXPOSED BEAM LINES RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER WALL OPENING FADER LINES STRUCTURAL HEADER LPES AND NON EXPOSED BEAM L INES OBJECT BREAK LINES - PROJECTED ROOF LINES oN TI-E UPPER MOST FLOOR PLAN HIDDEN LIES, FUTURE CONSTRUCTION AND DEMOLISH LINES { 1 1 I SAZEI DESIGN GROUP, LLC ....- A !es II• efv' MAR 10 2020 TUKWILA PUBLIC WORKS General Notes 1- 0 J Q J 1- 1 W C] Z W 0 re 15319 65TH AVE S, TUKWILA WA RECEIVE TUKWILA UBLIC WORK: Revisions Acme GORRECIONS 2/21 019 A Drawn IAA Checked Date DCC45150C 5 2016 Sheet All Job • \IGINIT'' MAFD SOT: 111.50 �22 TOP: 120.50' 150T: 116.50' TOP:420.50' \� SOT: 116.50' V 20'-6" TOP: 112.50' BOT: 112.00' q0 v TOP: SOT: BOT: 11 COY' EXISTING SEWER STUB OUT AVERAGE FINISH GRADE: POINT A: POINT B: POINT G: POINT D: 112.00' 112.00' 00.2q' 102.00' —x 55 10' SEWER ESMT A.F. #5683680 55 RETAINING WALL PER DETAIL I/CI.2 (TYP) C•1 O 10'-'I O co ./ TOP. TOP: 11250' 0' MAIN=112in' BSMT=10233' w I.•a—a3' 1O'-1" XISTING FIRE HYNT ASPHALT SITE FLAN O • Zip SS /0 55 5134" 109.95' OUN - : R W/C'P, • L9CP SS SCALE : I" = 10-0" A + B + G + D = 426.2q / 4 = 106.57 AVERAGE FINISH GRADE O 20 40 BO 3604 57 55 595 --- SSMH R1M=90.39 lE 10" RCP(N)=83.43 lE 10" RCP(W)=83.43 IE 10" RCP(S)=83.43 1E 8" RCP(E)=83.43 0 Z 0 -73 cri EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER P5E STANDARDS EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYLINK STANDARDS CB RIM=95.60 lE 6" PVC (S)=92.50 EXISTING GAS LINE CONNECT PER PSE STANDARDS 4 DETAILS CB RIM=92.77 lE 6" PVC (N)=91.54 FULL OF WATER D19-0362 m ��51TE 0 PARCEL NUMEER 3517000325 SITE AI VRESS 15514 65TH AVE 5 TUKWILA 15155 LEGAL DESCRIPTION INTERURBAN ADD TO SEATTLE LOT 4 TUKWILA SP *LI6-0020 REC *201/0551400005 5D SP BEING POR LOT 17 OF 5D ADD PLot Block: Plot Lot: 11 LOT COVERAGE LOT AREA: 7,255 5F IMPERVIOUS AREA: MAIN ROOF AREA: 2,530 5F COY'D PATIO AREA: 171 5F UNCOV'D DECK AREA: 86 SF DRIVEWAY: 447 5F STAIR/ WALK: 152 SF TOTAL: 5,566 5 96 OF LOT AREA:=46.61% ALLOWED 5,441 5F 75% SUILPIN& FOOTPRINT LOT AREA: 1,255 sr MAX. FOOTPRINT ALLOWED: 1,255 5F LOT 1,255 — 6,500= 155 SF 155 SF x .00125= OA% 35% — 0.9%= 34.10% TOTAL ALLOWED (1255 x 341)= 2414 5F PROPOSED FOOTPRINT= 2582 5F RR�j�1�%s`�R; I REVIEWED FOR i CODE COMPLIANCE I APPROVED 1 AUG 19202D iCity of Tukwila + BUILDING DIVISION S ciTYOF ganiA fa is c' 2f12- ?ERMIT CENTEF D Ile 1 1 • U J J 0 D 0 0 Z 0 w 0 co u i rMi oo• DNS ><' = (V CO O N � v OD • rt coo Y W • c 0 0 a) 'ReNNene ?gyi 19 an dz7)4zoRECMONS ®er A- D wn,`11 Gecked Date r . at s re Sheet Al2 Job 0 WINDOW, SKYLIGHT & DOOR SCHEDULE CONDITIONED FLOOR AREA: SUM OF ALL GLAZING AREAS FROM BELOW: GLAZING TO FLOOR AREA RAT10: EXEMPT DOOR AND WINDOW ROOM 4101 SUM OF UA FOR HEATING SYSTEM (DOES NOT INCLUDE EXEMPT DOOR & WINDOW) U-VAL QTY W H SONG: AREA 206.9 674 UA 16.4% GARGAE EXEMPTSWINGING DOOR (24 S.F. MAX) 0.46 1 3.00 8.00 24.00 11.04 LAUNDRY EXEMPT WINDOW (15 S.F. MAX) 0.27 1 2_00 3.00 6.00 1.62 SUM OF AREA AND UA FOR HEATING SYSTEM SIZE ONLY: EXTERIOR DOORS (OPAQUE) ROOM TYPE REF U-VAL QTY W H 30.0 12.7 AREA UA ENTRY DOOR WSEC 0.46 1 3.00 8.00 24.00 11.04 DOOR WSEC 0.00 0.00 DOOR WSEC 0.00 0.00 SUM OF AREA AND UA: AREA WEIGHTED U = UA/AREA: VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED. U-FACTORS ARE DETERMINED N ACCORDANCE WITH ROOM TYPE REF MODEL FRAME GAS LO-E E PKG U-VAL SPCRS QTY W H 24.0 11.0 NFRC 100) AREA 0.46 UA LOWER FLOOR REC ROOM PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2 2.50 2.00 10.00 2.70 REC ROOM PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 1 5.33 2.00 10.66 2.88 REC ROOM SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 6.00 4.00 24.00 6.48 MAIN FLOOR DINING CASE MLGARD 13520 VINYL AIR YES SUNG/189 0.27 EDGE 3 2.50 6.00 45.00 12.15 LIVING PICTURE MILGARD 8320 VINYL AIR YES SUNG/189 0.27 EDGE 2 2.50 3.00 15.00 4.05 LIVING PICTURE MILGARD 8320 VINYL AIR YES SUNG/189 0.27 EDGE 2 2.50 6.00 30.00 8.10 LIVING PICTURE MLGARD 8320 VINYL AIR YES SUNG/189 0.27 EDGE 1 5.33 4.50 23.99 6.48 LIVING CASE MILGARD 8520 VINYL AIR YES SUNCfi89 0.27 EDGE 1 5.33 6.00 31.98 8.63 STUDY CASE MILGARD 8520 VINYL AIR YES SUNC/189 0.27 EDGE 1 6.00 5.50 33.00 8.91 STUDY CASE MILGARD 8520 VINYL AIR YES SUNG/189 0.27 EDGE 1 7.00 5.50 38.50 10.40 ENTRY PICTURE MILGARD 8320 VINYL AIR YES SUNCfi89 0.27 EDGE 2 1.16 8.00 18.56 5.01 GUEST CASE MILGARD 8520 VINYL AIR YES SUNG/189 0.27 EDGE 2 3.00 5.00 30.00 8.10 GUEST FR DOOR MILGARD 9642 WOOD AIR YES SUNC/i89 0.27 EDGEMA) 2 3.00 8.00 48.00 12.96 GUEST SLIDER MILGARD 8120 VINYL ARGON YES SUNC1i89 0.27 EDGE 1 4.00 5.00 20.00 5.40 BATH 3 CASE MILGARD 8520 VINYL AIR YES SUNCIi89 0.27 EDGE 1 2.00 4.00 8.00 2.16 FAMILY SLIDER MILGARD 8120 VINYL ARGON YES SUNG/189 0.27 EDGE 1 7.00 5.50 38.50 10.40 NOOK FR DOOR MLGARD 9642 WOOD AIR YES SUNC/i89 0.27 EDGEMAY 1 3.00 8.00 24.00 6.48 NOOK SLIDER MLGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 5.00 5.50 27.50 7.43 KITCHEN SLIDER MLGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 1 5.00 4.00 20.00 5.40 UPPER FLOOR BDRM 4 CASE MILGARD 8520 VINYL AIR YES SUNG/189 0.27 EDGE 1 6.00 4.50 27.00 7.29 BDRM 3 CASE MILGARD 8520 VINYL AIR YES SUNC/i89 0.27 EDGE 1 6.00 4.50 27.00 7.29 BDRM 3 PICTURE MLGARD 8320 VINYL AIR YES SUNG/189 0.27 EDGE 2 2.00 2.00 8.00 2.16 BATH 2 CASE MLGARD 8520 VINYL AIR YES SUNG/189 0.27 EDGE 1 2.00 3.00 6.00 1.62 BDRM 2 SLIDER MLGARD 8120 VINYL ARGON YES SUNC/189 0.27 EDGE 1 5.00 4.00 20.00 5.40 MSTR BA CASE MILGARD 8520 VINYL AIR YES SUNC/089 0.27 EDGE 1 2.00 3.00 6.00 1.62 M BATH SLIDER MILGARD 8120 VINYL ARGON YES SUNG/189 0.27 EDGE 2 3.50 3.00 21.00 5.67 M BDRM SLIDER MILGARD 8120 VINYL ARGON YES SUNG/189 0.27 EDGE 1 8.00 5.00 40.00 10.80 M BDRM PICTURE MILGARD 8320 VINYL AIR YES SUNC/089 0.27 EDGE 1 8.00 2.00 16.00 4.32 SUM OF AREA AND UA: ...vw, AREA WEIGHTED U = UA/AREA: 667.69 180.27 0.27 OVERHEAD GLAZING `lv- ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL SUM OF WEIGHTED QTY W H AREA UA STAIR SKYLIGHT MILGARD 790 ALUM ARGON YES DBL 0.49 1 2.00 3.00 6.00 2.94 AREA AREA AND UA: U = UA/AREA: 6.00 2.94 0.49 ^ ^ VERTICAL GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL SPCRS QTY W H AREA 0.00 0.00 SUM OF VERTICAL GLAZING (not included OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO-E LAYERS U-VAL IN UNHEATED in sum of IN UNHEATED in sum of SPACES: all glazing above) QTY W H 0.00 AREA SKYLIGHT 0.00 SKYLIGHT 0.00 SUM OF OVERHEAD GLAZING (not included SPACES: all glazing above) 0.00 IRO RSO2.8 F I REBLOGK I NG 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. FIREBLOCKIN6 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 EXCttL/ING 10 FEET (3048 MM). 2. AT ALL INTERCONNECTIONS BETWEEN CONGEALED VERTICAL AND HORIZONTAL SPACES SUCH A5 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 IRO 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 FIREBLOGKING OF CHIMNEYS AND FIREPLACES, SEE SECTION R1001.16 b. FIREBLOGKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. PLATE 4 I-1EADER HEIGI-1TS UNLESS NOTED OTHERWISE ) STANDARD PLATE MEI41-1T ABOVE SOF-LOOK STANDARD HEADER I4EIC414T: l'-I015e ABOVE SUBFLOO2 STANDARD HEADER 4x12 l ALL Ti)55 $ SHOWER STALLS I. FIREBLOGK BETWEEN STUDS 2. LIMIT SHOWER FLOW TO 3 6PM. 3. WALLS SHALL BE WATERPROOF TO 10" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINDOWS WITHIN 1O" OF DRAIN INLET, SHALL BE SAFETY GL. 5. THE WATER RC&ISTANT GWB BASE FOR TILE IN SHOWER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILING. FLOOR PLAN NOTES: 1. 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'-0' ABOVE FINISHED FLOOR UNLC C NOTED OTHERWISE. 4. EXTERIOR WALLS TO BE 2x6 STUDS 0 lb" O.G. U.N.O. 5. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. b. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R303.6 1. FURNACE HA5 A MINIMUM AFUE OF 92% 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 A1.3 FOR VENTILATION SCHEDULE. 11. SEE SHEET AI.3 FOR ALARM SCHEDULE. O 0 m \ UI m ice ;Y \ ut X X L 0 c CI LL 0 Y m \ 01 i \ \ 0 a in • 41'-0" 23'-6" 13'-6 1/2" 3-111/2" 15°1n8°G.O. 9'--1 1/4" PLANTER 9'-1 1/4" 4'-10" 8'-8 1/2" 26 &A. STRAP AROUND W.H. TO WALL ® TOP 4 BOTTOM TOP OF PLATFORM ® +18" ABOVE SLAB 24a UP 16 R. n b'-1 1/2" FUTURE WET BAR HANDRAIL A 34' ABV. NOSING SERS 1113/4" ADS= 10" BA 4 c ;Jr - 2°8° 3°8° TILE 4'-0' 0 MEGH GONG STORAGE GONG 8'-8 1/2" 8'-4 1/2" 10-5 5/4" n 8'-3" 3'-I 11/2" WHOLE HOUSE FAN W/ AUTO TIMER 4 MANUAL OVERRIDE 12'-8" TIGHT FITTING, -%" 3-GAR GARAGE THICK (MIN.) SOLID GONG GORE METAL DOOR W/ SELF CLOSER GARAGE NOTE: INSTALL la" G.W.B. • WALLS 4 POSTS. (2) LAYERS la" I YPt 'X' G.W.B. 0 CEILINGS 4 BEAMS. 20-11" I6°8° OH GARAGE DOOR 2 -0" DECK ABOVE O 1 \ \ m 2'-5" 20-11" 4 '-0" LOV'4ER LEVEL FLOOR FLAN in O V • 1 0 D19-0362 • REVIEWED FT. CODE CYA., AU& 19 2021i City of Tukwila LEI LDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER t 1 0 J J a 0 ce 0 ♦�Z v/ 0 co 0or- Z N D O W RI CO a3rCO = N CO O Z I Ln 0 Et J xQ C 1- LL LOWER FLOOR PLAN Q rRevisione A- ® - Drown IAA Checked Date DEGEMBER 3 2018' Sheet A1.3 • SCALE: 1/4 = 1'-0" Deb WHOLE HOUSE VENTILATION 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) X 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 M1507.3.6) PROVIDE OUTDOOR AIR AT 120 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(1) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.3.6.2 BACK -DRAFT DAMPER SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW -REGULATING DEVICE OPTION 4. INTERMITTENT WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (IRC M1507.3.7) VENTILATION SCHEDULE 2015 IRC SECTION M1507 SYMBOL LOCATION MINIMUM FAN REQUIREMENTS lBath, A 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.) C Whole House Fan Sized per "Intermittent Ventilation Flow Rate" below. 'Whole house fans located 4 ft. or Tess from interior grille to have a sone rating of 1.0 or Tess measured at 0.1" WG Min. cfm = 120 at 0.25" WG (IRC TABLE M1507.3.3(1)) (based on 4,101 s.f. floor area & 5 bedrooms) (daily fractional operation time = 75 %) INTERMITTENT VENTILATION FLOW RATE 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 FIREBLOCKING 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. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONGEALED SPADES OF STUD WAI 1 5 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 (3045 MM). 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS 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 IRG 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 RI001.16 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. 1 FLOOR PLAN 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 6> 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 1. FURNACE HAS A MINIMUM AFUE OF 4296 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. FIREBLOCK BETWEEN STUDS 2. LIMIT SHOWER FLOW TO 3 GPM. 3. WALLS SHALL BE WATERPROOF TO 10" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET, SHALL BE SAFETY &L. 5. THE WATER RESISTANT GM BASE FOR TILE IN SHOWER ENCLOSURES SHOULD NOT BE USED OVER A VAPOR BARRIER OR ON THE CEILING. e PLAT 4 WEAIDER HEIGrI-iT8 ( UNLESS NOTED OTNERUASE STANDARD PLATE I-1EI4l-IT : 9'-I4" ABOVE SIafLOOR STANDARD HEADER 14EI4i-IT: 1'-I03' ABOVE SUISFLOOR STANDARD HEADER 4x12 23'-O" 14.-0 1/2" AIR LEAKAGE I (Building Volume = 36909 cubic feet I Components of the building thermal envelope as listed in TABLE R402.4. .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 best CFM) maximum ACH CFMm„ia = BLDG VOL (ft3) X 5 ACH / 60 min = CFMsa<ek ACTUAL Blower test result 3076 cfm I cfm ALARM SCHEDULE 2015 IRC SECTIONS R314 & R315 SYMBOL DESCRIPTION REQUIREMENTS Smoke Alarm *110 V interconnected w/ battery backup. "Installed on each floor, in each sleeping area, and outside each separate sleeping area. Installed not Tess than 3 ft from the door of a bath which contains a tub or shower unless this presents placement in a required location. *Listed in accordance with UL 217 and to comply with NFPA 72. lip ® 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 abc'ge. 'Combination smoke & carbon monoxide alarms listed in accordance with UL 217 & UL 2034. r • 23'-6" 13'-b 1/2" 1'-10 1/2" 10'-4 1/2" 5'_3" 1,_I " 6.-5 1/2" O U1 1- 0 r O in m in 2'-6 3/8" 5°4° SLDR 5°56 SLDR HB_ 7r 5G In s ci pyi. DBL. SINK 3'-5" 0 HDWD 55H \ 't 0 nU m • i 0 in O 7 1 i i 5'-2 3/4" DINING VAULTED CLG. HDWD KIT HDWD E. m I 1-3 m J • 5'-0" G.O. [n DEL OVEN V.TA c 3"8" F.D NOOK HDWD Atr 111 r1 1 n UI �i O 4'-51/4" Nf 1Je 4'-8I/2" IOW r 4.36"H GUARDRAIL TO RESIST 200 L65 4 IN -FILL COMPONENTS HOST RESIST 50 P5F PER IRC TABLE R3015 PICKETS SHALL BE SPACED NOT ALLOW A 4' DIA. SPHERE TO PASS THROUGH LIVING VAULTED CL61. HDWD 6'-4" ry STUDY COFFERED CLG. CARPET 0 a1 O 'l JQ O 1 4 ° O (56) 1°56 ,GSMT 4'-4 5/8' 6'-IO 1/8' O :U to °n c` PATIO 1°56 SLDR INSTALL 48" WIDE DIRECT VENT GAS FIREPLACE PER MANUF. SPECS. WITH RAISED HEARTH. FAMILY HDWD WHOLE HOUSE FAN IN/ AUTO TIMER 4 MANUAL OVERRIDE 6'-I 1/2" 3'-6 I/2" 2'-1 1/2 4'-2" 1n 9 in 3'-11 1/2" `T I6 R. ik x UP 16 R. RISERS= 1 3/4 TREADS= 10" L... I 3"x6° SHOWER-T - 6'-5 i/Z BA TILE • ENTRY HDWD 1 3'-10 1/4" 2450 (5G) Q 4 PLANTER 3'-10 I/4 J 5 1'-3" 10 2'-9 1/4' PDR. TILE to g 3'-5 1/2' 2'-15/8" "-1'-41/4' 4 IL PKT 2'8 2°8° :t B.F. N O 3'-0" R6 SH 2-2" 245° `2'' 3'-10" MSTR BDRM/ GUEST SUITE CARPET 1-2„ 3°5°,CSMT 4" 21-115/4" 6'-0" i_- 3°5° CSMT c. 4,-6" 1'-41/4' n P ANTER 10-5" 10.-5 5/4" 4'-1 I/4" 1'-5 I/4" 8'-11 1/8" 191-5 3/4" 8'-1 11/8" 41.-0" D19-0362 o .r o ri0 0 4 CHASE FOR HEAT 4 RETURN AIR A 43 r IY 0 �t • m in 1 \ v MAIN FLOOR FLAN SCALE: 1/4" = '-0" 0 IZF=VtE IT1- c_ - ICODE A<iI ; Ili !li City of ukw lr: BUILDING D1VISinfo RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER AREA SUMMARY LOWER FLOOR: 1,426 S.F. MAIN FLOOR: 2,050 S.F. UPPER FLOOR: 1,633 S.F. TOTAL FINISHED AREA: 5,104 S.F. DECKS/ PATIO 400 S.F. GARAGE/ STORAGE: 160 S.F. f 1 J J a 0 Ix co tri e MAIN FLOOR PLAN 7 Q Revisions It A- A - 0 Drawn Checked IAA Date DEGEMBER 3 2015 Sheet AL4 Job • Residential Construction Energy Compliance AIR BARRIER AND INSULATION INSTALLATION TABLE R402.4.1.1 COMPONENT AIR BARRIER CRITERIA" INSULATION CRITERIA' Air barrier and thermal barrier A continuous air barrier shay 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. Gass I or II vapor retarders are required on the interior side of framed cavities. Cavity insulation installation inn bavM b III lilt meiIns envelope Slldll L/C nteU w Ill manufacturers' product recommendation and said density insulation w ill show no voids or gaps and maintain an installed in the recommended cavity depth. Where an other obstruction exists, the bait product w 01 be cut to around obstructions, loose fill insulation shall be placed manufacturers' speceied density. Where faced ball is stud. There shall be no compression to the batt at the Insulation that upon installation readily conforms to available the manufacturers' density rernnnlandatinn I nlwldwu. me uelllny UI u IC nuuIauwI Stldn UC dt the shall be maintained for all volume of each cavity. Batt type even density for the entire cavity. Batt insulation shall be obstruction in the cavity due to services, blocking, bracng or fit the remaining depth of the cavity. Where the batt is cut to fill any surface or concealed voids, and at the used, the installation tabs must be stapled to the face of the edges of the cavity due to inset stapling installation tabs. space shall be installed filing the entire cavity and w ithin Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned w ith the insulation and any gaps in the air barrier sealed. Access openings, drop dow n stair or knee wall doors to unconditioned attic spaces shall be sealed. Batt insulation installed in attic roof assemblies may be compressed at exterior w al lines to allow for required attic ventilation. The insulaton in any dropped ceiling or soffit shah be aligned w ith the air barrier. Walls The junction of the foundation and sill plate shall be sealed. The junction of the top plate and top of exterior w ells shall be sealed. Knee w es shag be sealed. Cavities w ithin corners and headers shall be insulated by corrpletely filing the cavity w ith a material having a minimum thermal resistance of R-3 per inch. Exterior thermal envelope insulation for framed w ails shall be installed in substantial contact and continuous alignment w ith the air barrier. Windows, skylights and doors Space betty een w indow /door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists 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 °stalled on the underside of floor framing and extend from the bottom to the top of all Crawl space walls Soil in unvented crawl spaces shall be covered dh aass 1, black vapor retarder w ith joints taped. Where provided in lieu of floor insulation, insulation shall be permanently attached to the craw !space walls. Shahs, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shah be cut to fit and instaled to the correct density w ithout any voids or gaps or compression. Narrow cavities shall be filled by insulation that on installation readily conform to the available cavity space. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Shall be sealed to the drywall. Shall be air tight, and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around w iring and plumbing in exterior walls. There shall be no voids or gaps or compression w here cut to fit. Insulation that readiy conform to available space shall extend behind piping and wiring. Shower and/or tub Installed at exterior walls adjacent to show ers and tubs shall separate them from showers and tubs Exterior walls adjacent to showers or tubs shall be insulated Electrical/phone box Barrier shall be installed behind electrical or communication boxes on exterior w al or install air sealed boxes. E IVAC register bWtS g Boots that penetrate buidng therrrel envelope shall be sealed to the subfloor or drywall. Concealed Sprinklers When required to be sealed, fee 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 between fire sprinkler cover plates and walls or ceilings. footnote a in addition, inspection of log walls shall be in accordance with the provisions of ICC-400. IRO R602.8 FIREBLOOKING FIREBLOGKING 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. 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 A5 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 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 RI0O1.16 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FLOOR PLAN 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'-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.D. b. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R303.6 T. FURNACE HAS A MINIMUM AFUE OF 42% 8. PROVIDE A VENTED WINDOW IN EACH HABITABLE ROOM. BATHROOMS, TOILET ROOMS, GLOM, HALLS, STORAGE OR UTILITY SPACES AND SIMILAR AREAS ARE NOT CONSIDERED HABITABLE ROOMS. 4. SEE SHEET Ali 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. 3. WALLS SHALL BE WATERPROOF TO TO" MIN. ABOVE DRAIN OUTLET. 4. ALL GLAZING, INCLUDING WINDOWS WITHIN /0" 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 HEIGHTS ( UNLESS NOTED OTHERWISE ) STANDARD PLATE 14EIG14T : 8'-I!4' ABOVE 5U6FLOOR. STANDARD READER 14EI4l-IT: 6'-10k° ABOVE 5UBFLOOR STANDARD READER 4x12 in m t0 zt t co 411-0" 25'-6" I1 -6 1/2" 3'-I I I/2" 4'-5 I/2" 1'-0 1/2" 8'-11 I/2" 8°2° FXD MSTR BDRM CARPET 12'-6" v 5' 9 1/2" in R 4 SH. NI 11.I .C. CARPET -r Pi 1 6'-10 I/2" 3 363° SLDR 1 (56) O O I1 h \ vl \ \ PROVIDE MIN. 22"x30" ATTIC ACCESS INSULATE 4 WEATHER STRIP 12'-8" +36"H GUARDRAIL TO RESIST 200 LEIS 4 IN -FILL COMPONENTS \ MUST RESIST 50 PSF PER RC TABLE R3015 PICKETS SHALL BE SPACED NOT ALLOW A 4" DIA. SPHERE TO PASS THROUGH \ OPEN TO BELOW d) N m \ter z 4 IL 0- 6'-4 5/8" ROOF BELOW 4'-T 1/4" 5'-10" 10" 1V 66 -71 L W.I.O. CARPET r RS SH. ri LINEN 5-SH. LINEN 5-SH. i 5'-O I/2" 1 4'-T 1/2" 2'6 M BA �1 TILE A 246 36"x60"� -SHOWER -. -�' RISERS= 1 3/4" m lb R 'TREADS= 10" v� \3030 SKYLT 5,-0„ LDY D. V.T.O. 2x6 WALL n LOFT BDRM 4 CARPET CARPET (EGRESS) 1 6°46 CSMT LINEN 5-5H. 4'-1 1/2" 3'-10 I/2" 0 in V' 0 flN RSSH. 5066 B.P. WHOLE HOUSE FAN IN/ AUTO TIMER 4 MANUAL OVERRIDE I/2" km, BDRM 2 to CARPET 52"x60" TUB/SHOWER BDRM 3 CARPET (EGRESS) 5'-5 I/2" ROOF BELOW 5'-11 1/2" 5'-11 1/2" 2'-I 1/2" 2466 CHASE FOR HEAT 4 RETURN AIR to m 0 O tL iV 0 O W 2'-1 I/2' '1-6 CI 0 6'-10" 6°5° GSMT 6'-6 3/4" 15'-6 1/4 3'-11 I/2" 411-0" UFFER FLOOR FLAN SCALE: 1/4" = 1'-0" 0 iV Di 9-0362 ReilL :..'.,. :;GCE APP is acil ;411('i :1 /1101 City of -t-ukvv.;a, BUILDING OnkASiCL RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 1 1 I J J 0 CZ 1"Lw 0 CO W r) O O I - w- co co. co lA co cO W CV _ (V o0 O Q O Et m Y ♦ • UPPER FLOOR PLAN • itRevision ®- Drown IAA Checked Date DECEMBER 3 2015 Sheet A1.5 i 0 m ry CONT. METAL &UTTER OVER 2x8 FASCIA LIV LOWER LEV. SUBFLOOR 12 r L LATTICE 2x3/Ix8 TRIM -. 1 e sa --.— es eeea.-. est ..,.�� s �`� P~ a 0 i�v`v ...r�.R L. �s\, E> iP�. �� %• %%• �e ..__j® ❑❑ 0000 00000000 0000000000 00000000000 000000000000000E1 I SKYLIGHT PER PLAN 12 LEAI/4" = I'ST (FRONT) FL EVAT I ON SCALE: -0a ELEVATION NOTES I. PROVIDE CONTINUOUS METAL GUTTERS TYPICAL. 2. PROVIDE ROOF VENTS PER IRC SECTION R806.I TYPICAL. 5. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS. 4. REFER TO SECTION RIOOI IRC. FOR CHIMNEY CONSTRUCTION. 5. PROVIDE HEATHER -STRIPPING AT ALL DOORS AND WINDOWS. CAULK ALL JOINTS AND PENETRATIONS IN EXItxlOR WALL. 6. BRICK TO BE SUPPORTED BY STEEL LINTELS AND SHALL NOT BEAR ON WOOD FRAMING. T. 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 THE DNEL.LIN6 WALL FLASHING NOTES: APPROVED CORROSION RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER A5 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 FLASHING/5 SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS A5 APPLICABLE. AT THE TOP OF ALL EX POOR 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 I I/2" OVER THE CI ICATHING MATERIAL AROUND THE PERIMETER OF THE OPENING INCLUDING CORNERS, DO NOT REQUIRE 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 UPPER LEV. SUBFLOOR 122.96' 6" EXPOSED LAP SIDING 2x6 CORNER TRIM TYP. 12 9 SKYLIGHT PER PLAN--_,* '1:12 :12 12 12 12 COMPOSITION SHINGLES CONT. METAL GUTTER OVER 2x8 FASCIA T:12 12 1- 3 12 • 1 e MAX. HEIGHT TO MIDPOINT OF HIGHEST IDS! 106.51' MIDPOINT OF HIGHEST RIDGE (136.45) UPPER LEV. PLATE UPPER LEV. SUBFLOOR MAIN LEV. PLATE 131.05' 122.46' 121.75' 2xb WINDOW TRIM MAIN LEV. SUBFLOOR A6V. FIN &RADE 10651' 1^IEST ELEVATION SCALE I/4" = 11-0" D19-0362 REVIEWED ED.: C E COMPLIANCE ii1 1:i 2020 , City of Tukwiia BUILDING DIVISION k 112.65' m ,y 111.42' 241'-10 3/4 102.33' RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 41 f 1 SAZEI DESIGN GROUP, LLC W co O O N Zco coco W ONco CO O_ Z p J co YFW--� I FRONT & REAR ELEVATIONS 7 Q ♦ Revisions + A my 9O0RRECnWNS 2/21/2019 Drawn Checked IAA Dole DEGEMBER 3 2015 Sheet AL6 Job • 9,12 COMPOSITION SHINGLES MAX. HEIGHT TO MIDPOINT OF HIGHEST RIDGE 1365T O T N ELEVATION NOTES I. PROVIDE CONTIWOUS METAL GUTTERS TYPICAL. 2. PROVIDE ROOF VENTS PER IRC SECTION R806.1 TYPICAL. 3. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNYS. 4. REFER TO SECTION RI001 IRG. FOR CHIMNEY CONSTRUCTION. 5. PROVIDE WEATHER-STRIPPING AT ALL DOORS AND WINDOY5. CAULK ALL JOINTS AND PENETRATIONS IN ExitKIOR G. 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 I-tt1. 8. POST APPROVED NUMBERS OR ADDRESS ON THE DWELLING. ADDRESS SHALL BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING THE DWELLING 9 0 MIDPOINT OF HIGHEST RIDGE (136.45) ACV. FIN GRADE 106.51' WALL FLASHING NOTES: APPROVED CORROSION RESISTIVE FLASHING SHALL BE PROVIDED IN THE EX i tKIOR WALL ENVELOPE IN SUCH A MANNER A5 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 EXItKIOR 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 A5 TO BE LEAK PROOF EXCEPT THAT SELF FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN I I/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 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 W000 TRIM WHERE EXTERIOR PORC IC ', DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD FRAME CONSTRUCTION AT WALL AND ROOF INTERSECTIONS AT BUILT-IN GUTTERS 2x6 WINDOW TRIM %I2 T 9:12 12 CONT. METAL Glg'f'ER OVER 2x8 FASCIA 12 T 9:12 SKYLIGHT PER PLAN 9:12 12 • r e ani�aIt-4 WE 1 6"EXPOSED LAP SIDING 2x6 CORNER TRIM TYP. 2x12 SANO SD FIN. GRADE 102.00' alkithla we e � _ mu®— 41it Sw="1—eammier..e lAire 6'-0„ 131.05' UPPER LEV. PLATE UPPER LEV. 122.gb `r SUBFLOOR 121,T3' N MAIN LEV. PLATE 112.65' tll 111.42' r r rL L 1 UPPER LEV. PLATE 131.05' UPPER LEV. SUBFLOOR 122.g6' MAIN LEV. PLATE 1211 MAIN LEV. SUBFLOOR 112.65' J NORTH ELEVATION SCALE 1/4' = MAIN LEV. SUBFLOOR LOWER LEV. PLATE FIN. GRADE 112.00' LOWER LEV. SUBFLOOR CONT. METAL NITER OVER 2x8 FASCIA 2x6 TRIM 2x6 CORNER TRIM TYP. 2x12 SAND SD. 6"EXPOSED LAP SIDING L r 12 �LIV. RN PL 12 COMPOSITION SHINGLES 2x12 SAND BD. 12 L T 1 CONT. METAL GUTTER OVER 2x8 FASCIA Ilill� L SOUTH ELEVATION SCALE: 1/4 = D19-0362 N L -1 l J FIN. GRADE 112.00' m 111.42' 102.35' 1 X L 9:12 9:12 MAX. HEIGHT TO MIDPOINT OF NIG/HEST -I126E„13651' MIDPOINT OF HIGHEST RIDGE (136.45) REVIEWED CODE CCMPLF. » pr oyE ASV. FIN GRADE 10651' FIN. GRADE 10021' 1 1 1 0 0 J J a 0 ce ,Z V W 0 W cc O p h W &S = N CO 0 2 la la CV eV p J � ccoDYI—Li • 0 SIDE ELEVATIONS 7 4 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER Rev,siions C0R ' QCITY/ FFICNS 1 2 21 2019 0 L SOUTH ELEVATION SCALE: 1/4 = D19-0362 N L -1 l J FIN. GRADE 112.00' m 111.42' 102.35' 1 X L 9:12 9:12 MAX. HEIGHT TO MIDPOINT OF NIG/HEST -I126E„13651' MIDPOINT OF HIGHEST RIDGE (136.45) REVIEWED CODE CCMPLF. » pr oyE ASV. FIN GRADE 10651' FIN. GRADE 10021' 1 1 1 0 0 J J a 0 ce ,Z V W 0 W cc O p h W &S = N CO 0 2 la la CV eV p J � ccoDYI—Li • 0 SIDE ELEVATIONS 7 4 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER Rev,siions C0R ' QCITY/ FFICNS 1 2 21 2019 0 IAA Drown I Checked Date DECEMBER 3 2018 Sheet Al.7 Job ♦ LIVING/DINING TOP PL MAIN LVL. SUBFLR Cr- 2x12 RR • 24" o.o. STD. t • 91-1" R-39 INS. 2x6 STUD WALL GLG. J5T. • 24" O.0 KITCHEN BEYOND 2x6 STUDS lb" O.G. W/ R-21 INSULATION TYP. 12 b" CONC. 6MIL K)VB. 4" GRANULAR F MFG. TRICCCS • 24" 0 SKYLIGHT 4 PELL P82 PLAN PROVIDE R-21 INSULATION AT SKYLIGHT WALLS (TYP.) � ',r f - -.• a4 4 elf • •c$ f s� $ e ,1:o..:r•-;,. +.y, .;.1. [ . 1.?.r.;:.:. Ltrr,.a?�;' r'"aA•+;'7'7 a"•;" • BUILDING SECTION A SCALE: 1/4" = I'-0" 2x4 FURRING R-30 IN. RIDGE BEAM PER PLAN fi'ART «1- SECTION 1C1 2x12 RR • 24" oc. .Ee.6.• •. .6 2x6 STUDS lb" O.G. IN/ R-2I INSULATION TYP. 2x6 CRIPPLE WALL BUILT UP ON RR DORMER R • 13'-0" 2x12 RR • 24" o.c. LIVING M-t It 1_101-Ilia 2x4 FURRING R-30 INS. BUILT UP RR PER PLAN 1411 r jI - mil INSULATION BAFFLE VENTED BLOCKING ONTINUOUS GUTTER 7OVER 2x6 FASCIA ZIPPER LEV. PLATE, IIPPER LEV. a BFLoOR MAIN LEV. PLATE AIN LVL. SUBFLR. T.0.6. ROOF ROOFING PER ELEVATION 30/ FELT 1/I6" 0613 SHEATHING TYP 2x RAFTERS OR TRUSSES PER PLANS INSULATION PER PLANS (R-49) V" CHUG CEILING FINISH YVALLS SIDING PER PLANS OVER 15/ FELT ON MIN. V" APA-RATED SHEATHING OVER 2x6 STUDS • ie" D.C. R-21 FIBERGLASS BATT INSULATION le cos NTERIOR FINISH FLOOR FINISHED FLOORING ON 4" T44 UL GRADE PLYWOOD OVER FLOOR JOISTS PER PLANS R-30 pATTS OVER UNHEATED SPACE GWB CEILING OVER FINISHED SPACE 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 for sizing cooling systems should be used to determine cooling J and S. This calculator will calculate heating loads only. ACCA procedures bads. (window) and door portion of this calculator assumes the installed glazing aid door products have al area weighted average U-factor of incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. out all of the green drop -dawns and boxes that are applicable to your project. As you make selections in the drop -downs for each section, will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension at (360) 956-2042 for assistance. The glazing 0.30. The Please fill some values Program Project Information Heat "Inuhuctions". Sum of Envelope Sumo(fUAXAT Air Leakage Vaunt.% Building Alr Leakage Building Ducts in Ducts rn Maximum Building Building Contact Information Heating System Type: Alallersysteas cursor on the Hord Pooh Design Temperature AT = Indoor (70 degrees) Difference - OUldnor Conditioned 45,981 Area (aT) 46 Design Temp Volume = UA 202.16 UA 3.00 = UA 57.88 UA - UA 206.32 UA 19.00 UA 25.70 UA To see detailed instructions for each section, place your Design Temperature 1 Tukwila Area of Building ft) Conditioned Floor Area " Conditioned Floor Area (sq Average Ceiling Height Average Ceiling Height (ft) Glazing and Doors 5,109 9.0 U-Factor X 0.26 U-Factor X 0.50 U-Factor X 0.026 U-Factor X No selection U-Factor X 0.056 U-Factor X 0.025 U-Factor X 0.042 F-Factor X 0.570 F-Factor X Duct Leakage UA Heat Load Heat Load O a X AT X.018 Design Heat Load + Emvlop9 He Loss and Duct Heat unconditioned space- conditioned space' Sum Heat Equipment and Duct Heat Loss X and Duct lied Loss X Skylights 722 Area Insulation 6 Area Attic ply . Single Rafter or Joist vaulted eeilines Select R.Value • Above Grade Waits nee Fiaure 1) 2,226 Area 0 Area 0.-21 Intermediate . Floors R•3e BelowGrade Waits tore Figural) _.. _._-..... __.._..____.... (R.$1 lnlpr Dr ' Slab Below Grade Ise Figure 11 3,720 Area 760 Area 612 Length rR.S thermal Break at slab edge Slab on Grade (see Rowel) Rdg Fully Insulated0.360 Location of Ducts - Len, UA 63.72 579.78 26,670 Btu/ Hour 22,843 Btu / Hour 49,513 Btu? Hour 49,513 Btu / Hour Heat Loss X 110 Loss X 1 69,319 Btu / Hour Air Furnace 177 Coefficient 1.00 Load Sum at Building o1 &"Iprg Hoof Output 1.40 for Forced 1.25 for Heat Pump rronddioned Space Figure 1. Above Grscle Below Gnb D19-0362 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 All Climate Zones R-Values U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCbe n/a n/a Ceiling" 49) 0.026 Wood Frame Wallg m" 21 int 0.056 Mass Wall R-Value' 21121" 0.056 Floor 309 0.029 Below GradeWall`m 10/15/21 int+TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residentia building shall comply with sufficient options from Table R406.2 so as to arhiwve 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 existing 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) la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High EfficiencyHVAC 3a 1.0 3b High EfficiencyHVAC 3b 1.0 3c High EfficiencyHVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions *12()u lcwn 0.5 0.5 1.0 1.0 0.5 1.0 0.0 4.50 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 ventilation 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 0.0 pt) High Efficiency HVAC Equipment 3a: minimum AFUE of 95% 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) 4 (1.0 jet) High Efficiency HVAC Distribution: AJI heating and cooling components installed inside conditioned space. All combustion equipment shall be direct vent or sealed combustion. No system components installed in crawlspace. Duct type and length limitations and insulated to R-8 if located outside conditioned space. No electric resistance heat or ductless heat pumps permitted. Direct combustion heating equipment with AFUE not less than 60%. Plans shall show equipment type and location of all equipment and ductwork. (1.0 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 less when tested in accordance with ASME A112.18.1/CSA B125.1. (0.5 pi) 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 ft and with COP > 3.6. Plans shall specify heating equipment type, size, and minimum efficiency. (1.0 pt) SA - RHEEM RISVAI152524 MSA GAS FURNACE MS% AFUE) TOTAL MAX FURNACE OUTPUT= 40,600 BTUH 5B - AMERICAN - HPSE IO2S0H04517V-S0 GAL HYBRID GAS/ELECTRIC HEAT PUMP WATER HEATER EF=2.-f2 1 17- E.- ,.-LJ ��;� � li..' t-e (: C a i.aP l ..OGE� C._:: t.fAidCE I APPitC i D AK; 14 2020 1 ICity- of tukwiia BUILDING DIV SIoN RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER • 1 1 I • BUILDING SECTION Q 15319 65TH AVE S, TUKWILA WA Revisions CITY frORRECTIONS 2/21/2019 Dr®AA I aseched Dote GECEMBEC. 3 2C,o Sheet A1.8 Job 01 1► • • SUBFLR PLATE SUDFLR pP-AYED CEILING LINE 3" NEWEL POST 4%"SPHERE LANDING 2x6 JOISTS • 16" o 2x4 LEDGER 2x4 CRIPPLE WALL ® SECTION 51 5" " 3"NEWEL PCST 43x" SPHERE HANDRAIL Be BALUSTER 1x12 81CIRTBOARD 'Li" TREAD 3" RISER MIN. T. T.•leEA. T " 143/4"N LLC�UARDRAIL bcQ FI418H STRINGER 4"SPHERE c ARDRAIL E INSET DETAIL Nf FINISH FLR FINISH FLR • Ix12 FINISH STRINGER 2x4 i3LK'G 2x4 SPACER 2x4 STUD WALL STAIRITh DETAIL u-PLAN STAIR OBI -I" PLATE, 14" JOIST) 'C /2l 10" TREADS w/ 2 pALUSTERS PER TREAD - 101-3 " TOTAL RISE VENTILATION DUCT MIN. 3"X3" HOT WATER PIPE INSULATION REQ'D WALL FRAMING STUD 2. 1Y EXHAUST TO OUTSIDE ISOMETRIC DIAGRAM CLEARANCE TO COMBUSTIBLES OR AS PER MANUF. LISTING. MIN 6'x6" SQ. IS -VENT EXHAUST EXPANSION TANK REQb W/ CLOSED PLUMBING SYSTEM PER UPC SECTION 6083 COLD WATER SUPPLY pipe w/ SHUT OFF l SEE NOTE Ma) TEMPERATURE AND PRESSURE RELIEF VALVE (DRAIN TO OUTSIDE oR OTHER APPROVED LOCATION) (2) 22 GA. x 3/4' SEISMIC STRAPS REQUIRED • UPPER AND LOWER I/3rd OF TANK CONTROL UNIT IS" MIN. REQ'P. BETWEEN BOTTOM EDGE OF SOURCE IGNITION AND FINISH FLOOR LEVEL. Upc 5002 STAND REQ'D IN GARAGE LOCATIONS PER UPC 508.14 (1) 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 1 $" RISER 14" TREAD 1 (3) 2x12 STA CARRIAGE 2x4 STUD WALL HANDRAIL / I42 SKIRTBOARD MITRED TO FINISH RISERS Ix12 FINISH STRINGER 3) 2x12 STAR CARRIAGE 4 3/4' TYP. • GUARDRAIL HANDRAIL U." BALUSTER 1x12 SKIRTBOARD MITRED TO FINISH RISERS 2x4 WALL © SECTION SOLID BLOCK BETWEEN STRINGERS • Top AND BOTTOM OF CONGEALED SPACE ALL ENCLOSED USABLE SPACE UNDER THE STAIR SHALL NAVE IFN GYPSUM WALLBOARD INSTALLED CN THE ENCLOSED SIDE OF WALLS AND SOFFITS E 7n GUARDRAIL ■ HANDRAIL 4%' DIA SPHERE 41' HANDRAIL BALUSTER 4' SPHERE _ 1 14" _ Ili _ FINISH FLR in MI !11! a I " ARDRAIL HERE GUARDRAIL ALUSTER NEWEL POST OPEN SPACE BETWEEN BALUSTERS SHALL NOT ,ALLOW PASSAGE OF A SPHERE AS SHOWN INSET DETAIL HANDRAIL BALUSTRADE ELEVATION w/ FW..L voi..Uri HORIZONTAL 2x4 CROSS BRACE • EACH STRAP ACROSS 4 STUDS 4' MN. 12" MAX. 1/4" x 4" LAG SCREWS w/ CUT WASHERS V4" x 2' LAG SCREWS w/ CUT WASHERS Toe VIEW STRAP FASTENED TO CROSS BRACE PROVIDE WOOD BLOCKING BETWEEN WALL 4 TANK • EACH STRAP 4' MN. 12" MAX I/4" x 4" LAG SCREWS w/ CUT WASHERS TOP YEW STRAP FASTENED DIRECTLY TO STUD FRAMING )' 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 1/4' x 4' LAG SCREWS INTO THE WALL FRAMING MEMBERS, DRILL PILOT HOLES ON CENTERLINE OF STUD, INSTALL 1/4Nc4' LAG BOLTS w/ CUT WASHERS THROUGH HOLES IN THE STRAP. 4. LIQUID & 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 SQ.IN. OF VENTING PER 5,000 BTUM INPUT. 7. INSTALL A VACUUM RELIEF VALVE IN THE COLD WATER SUPPLY LNE ABOVE THE HIGHEST POINT OF THE TANK NO OTHER VALVE SHALL BE PLACED BETWEEN THE RELIEF 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. TYPICAL MECHANICAL SYSTEMS INSTALLATION REQUIREMENTS FURNACE NOT SHOWN FOR CLARITY NO SCALE STEP I APPLY WINDOW WRAP FLASHING) AT SILL WINDOW WRAP AT HEAD FIGURE 5. VOLUTE NEWEL POST IGIURE 6, ST2 ALL CORNER ASHN4 STEP 3 INSTALL SILL PAN HEAD FIGURE 3, FIGURE 1. TYPICAL WRAF DETAILS AT EXTERIOR WALL OPENINGS WRAP DETAILS AT DOOR AND WINDOW OPENINGS SIMILAR V2' . ices LE ADHESIVE 0 u U 0 SOLID ROOF SHEATHING SEE STRUCTURAL DTL'S.- 2x8 VENT BLK w/2" HOLES SCREEN SHIpLAP— RIP TAIL To MATCH 24) 24) FASCIA 2x6 Ix12 w/ Ix4 TRIM 2x4 11-6" 2x12 RAFTER • 24' ow be CLEAT 2x4 FURRNG R-30 INSUL. RT15 RAFTER TIE • EA RAFTER GIS (2) 2x4 FOR 3' CROWN MOLDING (TOP OF 2x4 TO ALIGN w( DOUBLE TOP PLATE) V2' CMS (2) 2x INDR • WALL OPENINGS PER PLAN w/ 2? RIGID NSUL CORNICE DETAIL w/ SHOAT EAVE CATHEDRAL CLG w/ SLOPE W12 FIGURE 4- FIGURE S- STEP 5 APPLY ' NDOW WRAP FL • NO AT JAMBS DING PAPER WITH THE ST COURSE FIRST AIM 1 %' ).1)2U City of GUILDi; C 3/4a • II_OU D19-0362 INSTALLATION SEQUENCE UTERI (SEE FIGURE 1.) APPLY IT 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 (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 FLASHING A MINIMUM Of THREE INCHES. STEP 4 (SEE FIGURE 3.) SEAL WNDOW TO OPENING BY APPLYING A CONTINUOUS BEAD OF SFLI ANT 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 CONDMON. USE CORROSION RESISTANT FASTENERS PER MANUFACTER'S INSTALLATION INSTRUCTIONS. STEP 6 (SEE FIGURES 4 AND 5.) APPLY 8' 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. CAUL)( ALL JOINTS, HOLES, GAPS OR TORN AREAS IN WRAP. STEPS (SEE FIGURES S 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 SBS BTUTHENE MEMBRANE STRIP OVER HEAD FLASHING AND EXTEND EACH END A MINIMUM OF 12' BEYOND THE JAMB EDGE OF THE FRAME. STEP 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 PACE 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 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 3/8" • I'-0" • f 1 • Lj cn W cr O I --- op co co ZONcO W N CD = N CO H 0 O Z LC) Q N oD Y J • _Ey x QQ CO U- I ARCHITECTURAL DETAILS Cr 1- 0 J 1 Q J Q •Revisions CITY CORRECTIONS 2/21/2019 , A Drown Checkee IAA Date DEl.OW 9 2016 Sheet A21 Job N STRUCTURAL NOTES COIEBAL ALL MATERIALS AND WORKMANSHIP SHALL BE AS SPECEIED BY THE CONSTRUCTION DRAWINGS AND SPECFICATONS AND SHALL CONFORM TO THE FEOUFREMENTS OF ALL APPLICABLE canFs N CI-FLCT. WHERE THERE IS A CONFLICT BETWEEN THE CONSTRUCTION DRAWINGS AND THE REVERENCED CODES, THE REFERENCED CODES AND STANDARDS SHALL APPLY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMMPATBILTTY AND SHALL NOTIFY THE DESIGNER AND OR THE ENGINEER OF ANY DSCREPANCES N THE DRAWINGS PRIOR TO THE START OF ANY CONSTRUCTION. WORKING DRAWINGS INDICATE GENERAL AND TYPICAL DETALS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF RIM AR CHARACTER TO THE DETALS SHOWN, SIMILAR DETALS OF CONSTRUCTION SHALL BE USED, SUBJECT TO THE REVIEW AND APPROVAL BY THE DESIGNER AND THE ENGINEER OF THE RECORD. THE CONTRACTOR SHALL PROVDE ALL TEMPORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND ITS COMPONENTS UNTL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNOUES, SEQUENCING OF OR PROCEDURES REQUIRED TO PERFORM THE WORK ALL CONTRACTOR NITRATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGNER OR THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION THESE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHTTECTIARAL DRAWINGS FOR BDDNG AND CONSTRUCTION. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FELD ERECTED SHALL BE SUPERVISED BY THE SUPPLER DURING MANUFACTURING, DELIVERY, HANDLING STORAGE AND ERECTION N ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. APPLICABLE CODES AND STANDARDS THE STRUCTURAL DESIGN HAS BEEN PREPARED N ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS. AMERICAN CONCRETE INSTITUTE ACI 318-11 BULDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACF301-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE-SP 66-04 CONCRETE DETAILING MANUAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION - ANSI/ASC 360 LTCCIFICATION FOR THE DESIGN, FABRCATON AND ERECTION OF STRUCTURAL STEEL AMERICAN WELDING SOCIETY - AWS STRUCTURAL YIELDING CODE. STEEL STRUCTURE PAINTING COUNCIL - SSPC STEEL STRUCTURE PAINING MANUAL U.S. PRODUCT STANDARDS - PS - 1- 74. INTERNATIONAL BUILDING CODE (BC) 2015 EDITION.+ 2015 RC NATIONAL DESIGN SPECS FOR WOOD CONSTRUCTION (KIDS) 2015 EDTf1ON. NDS FOR WOOD CONSTA W/ 2015 SUPPLBAB4T SD PWS 2011 SPECIAL DESIGN PROVISIONS F-0R WIND AND SEISMIC. WESTERN WOOD PROT./ K-TS ASSOCIATION - WWPA GRADING RULES FOR LUMBER AND PLYWOOD AMERICAN SOCETY OF OWL ENGNEERSASCE/SE17-10 MN. DESIGN LOADS FOR BLDGS + OTHER STRUCTURES. DESIGN CRITERIA N ADDTTTION TO LOADS, THE FOLLOWING LOADS WERE USED N THE PILE ARATK)N OF THIS DESIGN AS REQUIRED BY CHAPTER 16 OF THE INTERNATIONAL BOLDING CODE LIVE LOADS ROOF CEILING FLOOR DECKS EXTERIOR BALCONY STAR + CORRIDOR 25 PSF 10 PSF 40 PSF 40 PSF 60 PSF 60 PSF ROOF SNOW LOAD SOIL PRESSURE SOL BEARNG 1500 ACTIVE PRESSURE,,,,,,,, 35 ACTTVE PRESSUREs,aseR 55 EOUN PASSIVE 300 BASE FRICTION COCIT. 0.40 GROUND SNOW LOAD,pg 25 PSF t FLAT ROOF SNOW LOAD,PI 2. SNOW EXPOSURE FACTOR a SNOW LOAD IMPORTANCE FACTOR 4. THERMAL FACTOR EARTHQUAKE DESIGN DATA 25 PSF CE -10 l8 -1.0 Ct -1.1 1. RABIC CATEGORY 2 SBS IC IMPORTANCE FACTOR 3. MAPPED SPECTRAL ACCELERATION, SHORT PERIOD MAPPED SPECTRAL ACCELERATON,1 SC -CONE PERIOD 4. SITE CLASS 5. SPECTRAL RESPONSE COEFFICIENT, SHORT PERIOD SPECTRAL RESPONSE GOEFFK4R, 1-SECOND PERIOD 6. SEISMIC DESIGN CATEGORY 7. BASIC SEISMIC FORCE RESISTANCE 8. DESIGN BASE SHEAR 9. SEISMIC RESPONSE COEFICENT 10. RESPONSE MODFICATION FACTOR 11 ANALYSIS PROCEDURE USED 2 le -10 SS-1.459g SF0.544g D SDS=0.973g SD1-0.544g D PLYWOOD SHEAR PANELS V-SEE CALLS CS-0.13 R-6.5 EOLATERAL FORCE (Abl /-10,128) PSF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) PCF (ASSUMED) WIND DESIGN DATA: (ANSI/AF+PA WFCM-2015) t ULTIMATE WIND SPEED (3 SECOND GUST) VULT -110 MPH 2. RISK CATEGORY 2 3. WID EXPOSURE B 4. INTERNAL PRESSURE COEFFICIENT N/A 5. COMPONENTS AND CLADDING REFER TO DRAWINGS 6. TOPOGRAPHICAL FACTOR KZT-115 FOUNDATIONS ALL FOOTINGS AND FOUNDATIONS SHALL BEAR ON SOLD, UNDISTURBED RAM NATURAL EARTH OR COMPACTED SOL, AT LEAST 18' BELOW FINISHED GRADE AND FRCC OF ORGANIC MATERIALS. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEERS, AND FREE OF WATER AT ALL TIMES. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT LEAST 6' ABOVE FLASH GRADE FOUNDATION WALL BACKRLL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SUES OF WALL PROVIDE 4' PERFORATED PPE (AS REQUIRED) FOR SUBSURFACE DRANACIE. FOOTING SUE SHALL BE AS INDICATED ON DRAWINGS OR MINIMUM AS PER 8C SECTION 1806. WFEFE TFE SURFACE S 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 , PROVDE A MNMUM PLINTH 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 WITH 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 MNMUM OF TWO BOLTS PER PECE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN 7 BOLT DIAMt I tilt FROM EACH END OF THE PIECE. ANCHOR BOLTS SHALL BE A STANDARD 'J-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 PROVDED WITH 3'x3'xl/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 SPECFLC ANCHOR BOLT REOUIREMENTS AT ALL SHEARWALL LOCATIONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY S I IHtNGTH OF fAS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING'. AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER PROVDE 5X ± 1.57. ENTRAINED AR MAXIMUM. MAXIMUM SLUMP SHALL BE 4' AT TIME OF PLACING. COMPRESSIVE STRENGHT OF 3,000 pet S REOURED FOR ALL EXTERIOR AND EXPOSED CONDMONS PER PER BC AND/OR RC GOVERNING CODES. MN SACKS OF CEMENT PER SPECIAL INSP. USE C.Y. OF CONC. REWIRED 3000 psi 51 NO SLABS ON GRADE, FOUNDATIONS + F OOTNGS GROUT FOR POST BEARING PLATES SHALL BE NON -SHRINK TYPE WITH MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI AT 28 DAYS. REINFORCING STEEL NEW, CLEAN AND FREE FROM DIRT, CONCRETE REINFORCING STEEL SHALL CONFORM TO AST!-A615-76A, GRADE 40 (1-40,000 PSI.) FOR # 4 BARS AND SMALLER GRADE 60 (?-60,000 PSI) FOR # 5 BARS AND LARGER UNLESS NOTED OR SOWN OTHERWISE, ALL REINFORCING BARS SHALL BE CONTINUOUS WITH ALL SPLICES STAGGERED ALL STEEL SHALL BE ACCURATELY LOCATED N THE FORMS AND SECURED BY FORM TES TO PREVENT DISPLACEMENT DURING CONSTRUCTION. PROVIDE ALL HORIZONTAL BARS WITH 21-6' x 2- 6' CORNER BARS OF TFE SAME SIZE AT ALL CORNERS AND WALL I4fERSECTKONS. WI -ERE A CONCRETE WALL END DOES NOT INTERSECT WITH ANOTHER WALL, HOOK H)WZONTAL BARS 90 DEGREES AND PROVIDE AN EXTENSION OF 6 BAR DIAMETERS. AT CONCRETE WALLS LAP VERTICAL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS TO FOOTING DOWELS. LAP ALL RENFORCNG BAR SPLICES A MINIMUM OF 48 BAR DIAMETERS. REINFORCING b 1 EEL SHALL BE DETALED (NCLUDING HOOK AND BENDS) IN ACCORDANCE WITH AC1 315 AND 318 - (LATEST EDITION). CONCRETE PROTECTION ((OVER) FOR REINFORCING b tEL SHALL BE AS FOLLOWS FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE FORMED SURFACES EXPOSED TO EARTH OR WEATHER #5 BARS OR SMALLER #6 BARS OR UTIGER SLABS AND WALLS (INTERIOR FACE) 3' 1 4' 2' WELDED WIRE FABRIC SHALL CONFORM TO ASTM-185. LAP FABRIC 1-0' MINIMUM AT SAUCES. LAP ADJACENT MATS OF WELDED WIRE MESH ONE FULL MESH AT SIDES AND ENDS. STRUCTURAL STEEL STRUCTURAL STD STANDARD SHAPES AND PLATES SHALL CONFORM TO ASTM A36 STEEL (f), - 36,000 PSI) STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B (1 - 46,000 PSI). ALL MACFNE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A 307. USE E70XX ELECTRODES FOR WELDING ALL FILLET WELDS SHALL BE MINIMUM 3/16' OR EOUAL TO MNIMUM THICKNESS OF MEMBER BENG WELDED, WHICHEVER S LESS, UNLESS OTHERWISE SHOWN. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED N ACCORDANCE WITH AWS AND WABO. ALL STEEL ITEMS SHALL HAVE ONE COAT OF RED LEAD CONFORMING TO TT-P-00615C TYPE 11, 2-3 MILL COATING SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE DESK AND THE ENCNNEER FOR METAL WOOD TO WOOD CONNECTORS METAL WOOD TO WOOD CONINE-CTORS FACED BY LE I I ERS AND NUMBERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE AS SPECFED N THEIR FULL LNE CATALOG' CURRENT EDITION. EOIAVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE CC APPROVAL FOR EOUAL OR GREATER LOAD CAPACTES. PROVDE NUMBER AND SIZE OF FASTENERS AS SPECFFED BY MANUFACTURER?. CONNECTORS SHALL BE INSTALLED N Aeutfl )ANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NALS OR BOLTS IN EACH MEMBER SOLD SAWN LU au-n ALL FRAMING LUMBER SHALL KILN DRED OR MC-19 AND BE GRADED AND MARKED N CONFORMANCE WITH OLB STANDARD GRADING RULES FOR WEST COASTLUMBER NO 17 OR WPA WESTERN LUMBER GRADING RULES MOST CURRENT EDITION. FURNISH TO THE FOLLOWING MN$MUMI STANDARDS: 1. 4' X 6' STUDS (2x AND 3x MEMBERS): HEM RR OR SPF STIR GRADE DESIGN VALUES Fb- 675 pei Fv- 150 pei Fog 425 psl Fc - 675 pei E - 1,200,000 2 4' X 6' PLATES AND MISC. (2x AND 3x MEMBERS): HE MMH-FR NO. 2 DESIGN VALUES RD- 850 pei Fv- 150 psi Fc9 405 pal Fc- 1250 pei E - 1,300,000 3. JOISTS AND RAF I Liss (2x AND 3x MEMBERS): HEM -RR NO. 2 DESIGN VALUES Fb- 900 pei Fv- 150 pei Fet 405 psi Lc' 1250 psi E - 1,300,000 4. 4x BEAMS DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 950 psi Fr 180 pee Fc9 625 pei Fc' 1300 pel E - 1,600,000 5. 4x POSTS DOUCLAS FIR -LARCH NO. 2 DESIGN VALUES Fb- 875 psi Fr 180 pei Fc4' 625 pei Fo= 1900 pei E - 1,600,000 6. TIMBER BEAMS (RECTANGULAR 6x AND LARGER): DOJCLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 875 pal Fr 170 psi Fc?- 625 pee Fc - 600 psi E-1,300,000 7. TIMBER POSTS (SOUARE 6x AND LARGER): DOUGLAS FR-LARCH NO. 2 DESIGN VALUES Fb- 700 pei Fr 180 psi Fc, 625 psi Fc- 475 pei E - 1,300,000 STRUCTURAL CLUED LAMINATED TIMBERS STRUCTURAL CLUED LAMINATED TIMBERS SHALL BE FABRICATED IN CONFORMANCE WMM ANSI/ATTC STANDARD A190.1 AND ASTM D 3737. EACH MEMBER SHALL BEAR AN A1.T.C. DENTE/CATION MARK AND SHALL BE ACCOMPANIED BY AN AJ.T.C. CERTFK;ATE 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 APPLIED IMMEDIATELY AFTER TRIMMING N ETHER 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 Fc7- 650 pei Fc - 1600 psi E - 1800,000 DESIGN VALUES 24F-V8/DF Fb ten = 2400 pet Fb comp = 2400 pet Fv - 240 psi Fc7- 650 psi Fc - 1600 psi E - 1,800,000 STRUCTURAL COMPOSITE LUMBER ENGINEERED WOOD SHOWN ON THE DRAWINGS S BASED ON PRODUCT MANUFACTURED BY WEYERHAL LSFR N ACCORDANCE WITH ICC REPORT NO. ES ESA-1387. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME PLANT NUMBER OF THE MANUFACTURER, THE GGRADE,TFE ICC REPORT NUMBER AND THE QUALITY CONTROL AGENCY, AND SHALL BE RJFRNSI-ED TO THE FOLLOWING MINIMUM STANDARDS. 1.3 E LEVEL TR(S JOIST: TLeERSTRAND LSL (BEAM / COLUMN) DESIGN VALUES Fb- 1700 psi Fv- 400 psi Fc7- 680 psi Fc - 1400 psi E - 1,300,000 155 E LEVEL TR(S JOIST: TIBERSTRAND LSL (BEAM) DESIGN VALUES Fb- 2325 pei Fv- 310 psi Fc?- 800 psi Fc - 2050 psi E - 1,550,000 1.9 E LEVEL THUS JOIST: MICROLLAM LYL (BEAM) DESIGN VALUES Fb- 2600 psi Fv- 285 pet Fc7- 750 pei Fc - 2510 psi E= 1,900,000 1.8 E LEVEL TRW JOIST: PARALLAM PSL (COLUMN) DESIGN VALUES Fb- 2400 psi Fr NA Fc7- NA. Fc - 2500 psi E - 1,800,000 20 E LEVEL THUS JOIST: PARALLAM PSL (BEAM) DESIGN VALUES Fb- 290E psi Fv- 290 psi Fe7750 psi Fc - 2900 psi E - 2,000,000 PRE -MANUFACTURED WOOD FLOOR JOISTS ALL WOOD FJOISTS SHALL BE TJI SEBES JOISTS MANUFACTURED BY WEYERHAEUSER N ACCORDANCE W1TH ICC ES ESR-1153 ALL WOOD OPEN WEB JOISTS SHALL BE TJLX SERIES JOISTS MANUFACTURED BY WEYERHAEUSER. PRE -MANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE, SPACING AND PRCRLE SHOWN ON THE DRAWINGS. THE JOISTS SHALL BE COMPATIBLE WITH THE LOAD, DIMENSIONAL AND FIRE RATING REOUREMENTS OF THE PROJECT. INSTALLATION SHALL COMPLY WITH MANUFACTURERS SPECIFICATIONS, LAYOUT AND CONSTRUCTION DETAILING DRAWINGS PREPARED AND FURNISHED BY MANUFACTURERS AUTHORQED REPRESENTATIVE ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATBLE IN SIZE WITH MEMBERS PRE -MANUFACTURED ROOF TRUSSES ROOF TRUSS MANUFACTURER S RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION GUIDELINES OF ALL ROOF TRISSWS. ROOF TRLIS;FS SHALL BE COMPATIBLE WITH THE LOAD, DIMENSIONAL AND FIRE RATING REQUIREMENTS OF THE PROJECT ROOF TRUSS LAYOUT AND SPACING SHALL CONFORM TO THE LOCATIONS AND SPACING SHOWN ON THE ROOF FRAMING PLAN DESCRIBED HEREIN PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH TPI-2007 FOR THE SPANS AND CONDITONS SHOWN ON TFE DRAWINGS BY A STRUCTURAL ENGINEER LICENSED N THE STATE OF WASHINGTON EXPERIENCED WITH THE DESIGN OF WOOD ROOF TRUSSES. WOOD TRUSSES SHALL I ITC IZE APPROVED CONNECTOR PLATES GAMIC, ITW, OR APPROVED TRUSS PLATE MANUFACTURER TRI LS4FS SHALL BE SUPPLED WfM THE NECESSARY BRACING TO PROVDE LATERAL STABILITY OF ALL TRUSS !MEMBERS AND TE-DOWN CONNECTORS FROM TRUSS MEMBERS TO THE TOP OF WALLS AND BEAMS TO FORM AN INTEGRAL PART OF THE WHOLE STRUCTURAL WOOD PANEL SHEATHING ALL STRUCTURAL WOOD PANEL SHEATHING (ROOF, FLOOR, AND WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR WITH EXPOSURE (1) CLASSIFICATION PLYWOOD OR CSB. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF APA AND SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTRYS7RUCPRODUCT STANDARDS DOC PS-1, DOC PS-2 OR APA PFRP-108 ROOF THIPERFORMANCNG SHALL BE 7/16' 16POLICES (OR OSB) WITH AN APAA SPANRATINGOF 24/0 FLOOR SHEATHING SHALL BE 3/4' TONGUE AND GROOVE PLYWOOD WITH AN APA SPAN RATING OF 48/24 ALL FLOOR SHEATHING SHALL BE NAILED AND GLUED. ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFG 01. WALL SHEATHING SHALL BE 7/16' PLYWOOD (OR 0553) WITH AN APA SPAN RATING OF 24/0 . INSTALL WITH A MINIMUM GAP OF 1/8' CLEAR 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 REOLARaENTS. WOOD FRAMING THE FOLLOWING SHALL APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: ALL WOOD FRAMING COMPONENTS NOT SPECFICALLY ENGINEERED AND DETALED ON PLANS SHALL BE CONSTRUCTED TO COMPLY WITH BC CHAPTER 23. THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS, UNLESS OTHERWISE NOTED, SHALL COMPLY WITH TABLE 23049.1 OF THE INTERNATIONAL BLDG CODE ALL NALS SHALL BE COMMON, UNLESS OTHERWISE INDICATED. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. ALL BOLT HEADS AND NUTS BEARING AGAINST WOOD SURFACES SHALL BE PROVDED WITH STANDARD FLAT CUT WASHERS. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ALL SH#MIS SHALL BE SEASONED AND DRED AND OF THE SAME GRADE (MNIMRM) 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' o.c. AT BOSIOR WALLS AND WALLS SEPERATING I-EATED AND UNHEATED SPACES. A MNMUM OF THREE STUDS SHALL BE PROVIDED AT THE CORNERS AND INTERSECTIONS OF ALL WALLS AND A MNMUM OF ONE TRIMMER STUD PLUS A SINGLE KING STUD SHALL BE PROVDED AT EACH SIDE OF ALL OPENINGS NOT OTHERWISE NOTED ON PLANS. TRIMMETIC AT WINDOW AND DOOR OPENING INDICATED ON PLANS ARE AS FOLLOWS (1) 2x - ONE TRMMER STUD PLUS A SINGLE KING STUD. (2) 2x - TWO -TRIMMER STUDS PLUS A SINGLE KING STUD. (3) 2x - THREE TRIMMER STUDS PLUS A SINGLE KING STUD. THE TPoMJER/KING STUD ASSEMBLY SHALL BE FASTENED TOGETHER N ACCORDANCE WITH TABLE 23049.1 AS DOUBLE STUDS. A SINGLE 4x8 HEADER SHALL BE PROVDED OVER ALL OPENINGS NOT OTHERWISE NOTED. PROVDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL UNSHEATHED STUD WALLS OVER 8'-0' N HEIGHT. ALL WALLS SHALL HAVE A SIK`a F BOTTOM PLATE AND A DOUBLE TOP PLATE ALL WOOD PLATES AND BLOCKING N DRECT CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED, OR PROVDE 2 LAYERS OF ASPHALT IMPREGNATED BULDING PAPER BETWEEN UNTREATED WOOD AND CONCRETE. END NAIL TOP PLATE TO EACH STUD AND TOENAIL OR END NAL EACH STUD TO BOTTOM PLATE N ACCORDANCE WITH TABLE 23049.1. FACE NAL DOUBLE TOP PLATES N ACCORDANCE WITH TABLE 2304.91 END JOINTS AT DOUBLE TOP PLATE SPLICES SHALL BE OTT T A MINIMUM OF 48' AND NALED PER TART F 2304.9.1. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW PER TABLE 2304.9.1 OR BOLTED TO CONCRETE WITH 1/2' DIAMETER ANCHOR BOLTS (WITH T MNMUM EMBEDMENT) • 4'-0' O.C. UNLESS INDICATED OTHERWISE. ALL POSTS WITH -IN THE WALL FRAME ArcrMBLY NOT OTHERWISE NOTED ON PLANS SHALL BE SPIKE LAMINATED COLUMNS, CONSISTING OF DOUBLED STUDS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER PER TABLE 2304.91 REFER TO THE PLANS AND SHEARWALL SCHEDULE FOR REQUIRED SHEATHING AND WALING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NALED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING 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 WITH 8d • 6' o.c. AND TO ALL INTERMEDIATE STUDS AND BLIY',KNG WITH 8d • 12' o.c. ALLOW 1/8' PACING AT ALL PANEL EDGES AND ENDS. NON -BEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH 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. DIRECTONl, 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. PROVDE SOLD BLOCKING AT ALL BEARING POINTS. TOENAL JOISTS TO SUPPORTS N ACCORDANCE WITH TABLE 2304.9.1 ATTACH WOOD JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS N ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTFJOIST BEAMS TOGETHER N ACCORDANCE WITH TABLE 23049.1. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAD UP w/ FACE (GRAN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGLIENtU 4'-0'. ALL PLYWOOD SHALL BE INSTAL I FD PER APA STANDARDS. SHEATHING SHALL BE FASTENED N ACCORDANCE WITH TABLE 23049.1 PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN RAFTER/TRI IRISES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WfrH SOLID BLOCKING ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SWATHING TOENAIL BLOCKING TO SUPPORTS N ACCORDANCE WITH TABLE 2304.9.1 UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE RAT 2x BLOCKING AT ALL UNFRAMED PANEL FFYFS AND NAL WTTH EDGE WALING PER WALING SCHEDULE THS SHIEET S0t.D BLOCKING FOR WOOD COLUMNS SHALL BE PROVDED THROUGH FLOORS TO SUPPORTS BELOW. SOLD BLOCKING SHALL BE PROVIDED AT ALL HOLDOWN LOCATONS AND POINT LOADS BEARING DRECTLY ON TFE FLOOR DIAPHRAGM FROM ABOVE. BLOCKING SHALL BE OF THE SAME SEE AS THE POST OR COLUMN ABOVE, OR SHALL BE CONSTRUCTED OF MULTIPLE STUDS PROVIDING AN AREA DIAPHRAGM AND HOLDOWN SCHEDULES SHEAR WALL SCHEDULE' (VERTICAL DIAPHRAGM) SHFARWAI I. TYPE WALL SHEATHING (PANEL) THICKNESS AND GRADEPANEL WALL STUD GRADE ANU SPACING NAIL TYPE EDGE NAILING FIELD NAILING BLOCKING REQ'D BLOCK SIZE ABUTTING PLYWOOD MEMBER SISIIZE TOP PLATE NAILING SPACIINE SIZE ND G SOLE PLATE NAILING AND SAC NG FOUNDATION ANCHOR BOLTS SIZE AND SPACING FRAMING ANCHOR TYPE CINGD SPA ALLOWABLE LOAD' SEISMIC / WIND P141 76' APA RATED R 15/32' PLYWOOD ONE FACE HEM -FIR 0 18' o.c. 8d COMMON 6• o.c. 12' o c. YES 2x 2x 16d @ 5' 16d @ 5' 5/8 @ 48' o.o. 1 24' o.c. 240 PLF/336 PLF Pi-0 6" APA RATED 15/37 PLYWOOD PLYWOOD ONE FACE HEM -FIR @ 16' o.c. 8d COMMON 4" o.c. lr o.c. YES 2x 2x 16d @ 3' 16d @ 3' 5/8" @ 32' o.c. A35 de @ 12' o.c. 36O PLF/400 PLF P1-32 7/18' APA RATED OR 15/32' PLYWOOD ONE FACE HEM -FIR @ 16' o.c. 8d COMMON 3' o.c. 12' o.c. YES 3x 3x (2) ROWS 16d @ 4" (2)) ROWS Led @ 4' 5l8' c�. 24" o.c. A35 @ 12' o.c. 450 PLF/630 PLF P1-228 7M6' APA RATED OR 15F32' PLYWOOD ONE FACE HEM -FIR �� 16' o.c. 8d COMMON T OM. 12- o.c. YES 3x 3x (2) ROWS 16d © 3" (2) ROWS 164 E 3- 5/8' @ 16' o.c. A35 @ 8" o.c. 590 PLF/820 PLF P2d x. 7/16" 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 16d 3' (2) ROWS led @ 3' 5/8" C 12' o.c. A35 @ 6' o.c. 700 PLF / 1050 PLF P23;. 7/16" APA RATED OR 16/32" 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 cE 6" o.c. 900 PLF / 1260 PLF P2-228 7/16" APA RATED OR 15/32'i TWO FACES HEM -FIR @ 16' o.c. 8d COMMON 2' o.c. 12" o.c. YES 3x 3x (2) ROWS 16d CO 2" (2) ROWS 16d @ 2" 5/8' @ 8" o.c. A35 (2) ROWS 9 o.c. 1180 PLF / 1640 PLF I. ALL SMEAR VERTICALLY WALLS SHALL COMFORM TO IBC SECTION 23 FROM THE SLL THE LOWER WALL TO ON BOTH FACES OF BE 3x NOMINAL AND APPLIED ON APPLIES FOR 2x AND 2' NOMINAL LEG VERIFY WITH ENGINEER. FLUSH WITH SURFACE SOLD BLOCKING BELOW BE DOUBLED. WHERE • 8' O.c. • 8' o.c. • 6' o.c. RE -CANTS. APPLY PLATE AT THE THE TOP OF THE A WALL AND NAL NALS ON EACH EACH SIDE OF SPRUCE-PINE-FRR LENGTH OR 0.131 OF SHEATHING. AND AT THE NAILING FOUNDATION DOUBLED SPACING SIDE STIR WALL) FRAMING DAM. FOR TOP OF BLOCKING TO ALL TO TOP S LESS SHALL BE FOUNDATION STUDS, TOP AND THE LOWER OF THE PLATES AT THE UPPER THAN 6' O.C. ON BOTTOM PLATES DOUBLED TOP LEVEL (THE EITHER SIDE, ALLOWABLE AND FRAMING 16' O.C. AND SHEATHING CAN BE SUBSTITUTED REFER DESIGNATED SAWN MEMBERS, AND BLOCKING PLATES AT ALLOWABLE PANEL JOINTS SHEAR VALUES FOR ABUTTING APPLED SHEATHING SHALL BE THE MAN LEVEL AND FROM LOADS ARE NOT ADJUSTED SHALL BE OFFSET TO FALL EXCEED 350 PLF (NAL PANEL EDGES SHALL BE DIRECTLY TO FRAMING 8d COMMON NAILS WITH REDUCED SCHEDULE BELOW. P2-4, P2-3, AND P2-2 SUCH FRAMING CLIPS SHALL BE INSTALLED INSTALLED THE UPPER BY 1MIH 4x10 BEETS EXTENDING C)F THE 1.4 FACTOR 2. WHERE APA FRAMING OR LESS, WITH STAGGEFED 3. ABOVE ALLOWABLE 4. 14 GAUGE SHEAR CAPACITIES 5. ALL FASTENERS 6. PROVDE OR BLOCKING AS FOLLOWS DOUBLED TOP PLATES AT FOR NUND). SHEATHING S APPLIED MEMBER, OR FRAMING SHALL OR SHEAR WALLS WITH PLYWOOD ON DRttHtNT SPACING 3x NOMINAL MEMBERS. JOISTS 3' AND STAGGERED. SILL NO MORE w/ 2' NOMINAL DIAMETER WHERE PLATES THAN LENGTH AND LENGTH, FOR SHEARWALLS SOLID NAILING SPACED P-NAILS . SHEAR CAPACITIES STAPLES w/ 7/16' CROWN TO USE STAPLES. SHALL BE DRNEN A SINGLE JOIST OR MN. 2x AT SHEARWALLS SHALL FOR TO FASTENER P1-2, METAL FASTENER ALL SHEARWALLS. CONSIST JOISTS OR OF DOUBLED PI-2 A35 P2-4 A35 P2-2 A35 METAL HOLDOWNS1 SYMBOL MODEL NUMBER DBL STUD NAILING5 ALLOWABLE LOAD(Uas)3 0. F U4-SDS2.5 w/ SST13•24 SUB' ANCHOR BOLT w/ 21' MIN. EMBED AND (10) SOS lira 1/2' LONG SCREWS (SYMBOL 1) TO DBL STUDS (20)16d 2100 ® (24)18d 3700 NOUS-SOS25 wI SSTB34 7/8' ANCHOR BOLT w/ 29' MIN. EMBED AND (14) SDS 114k21/2" LONG SCREWS (SYMBOL 2) TO DBL STUDS ® HDLISS13S2.5 w/ SSTB-34 7/8' ANCHOR BOLT w/ 29'" MIN. EMBED AND (20) SDS 1/452 1Q' LONG SCREWS (SYMBOL 3 )TO TRIPLE STUDS (30) led 4000 ® HDUI ISDS2.5 w/ SB130 ANCHOR BOLTw/ 24' MIN. EMBED AND (30) SDS 1/45Q 1/2' LONG SCREWS (SYMBOL 4 )TO TRIPLE STUDS (34)16d 5200 ® STHD14/STHD14RJ STRAP TIE DOWN (20)16d 3800 ® SINGLE 11/4'COIL STRAP' (CLEAR SPAN +2Ay NA. 1462 ® DOUBLE IIH'COIL STRAP` (CLEAR SPAN +24') (16)led 2924 4 sax 16 GUAGE COIL STRAP" (CLEAR SPAN + 50') (18) 16d 4343 3' x 16 GUAGE COIL STRAP' (CLEAR SPAN + 50') + 1 1/4' COIL STRAP' (CLEAR SPAN + 24") ( 30) 16d 5805 t SEE 2 ALL REOUIREMENTS. 3. ALLOWABLE MANUFACTURERS REFLECT MANUFACTURER'S 4. ALL CMSTC16 5. THE TOCERER TYPICAL STRUCTURAL NOTES FOR SPECIFICATION OF METAL CONNECTORS. METAL HOLDOWNS SHALL BE INSTALLED PER MANUFACTURES LOADS INDICATES 133X WID LOADING INCREASE, INSTALLATION SEE LOADS PER 3' STRAPS ARE TO BE SEE DATA FOR ADDITIONAL LOADING AND OR UMFATIONS. AN ADJUSTMENT FOR SPRUCE-P..E-re° FRAMING MEMBERS REOUREMENTS. 1 1/4' STRAPS SHALL BE CSI6 BY SIMPSON OR EQUAL, ALL BY SIMPSON OR EQUAL DOUBLE 2x STUDS (STUD GROUP BOUNDARY ELEMENT) ON TWO STAGGERED ROWS) WITH EVENLY SPACED NAILNG SHEAR WALL CONSTRUCTION DETAIL SHALL BE NALED PLANS FOR METAL CONNECTORS + FASTT3'IER8 USED w/ PRESSURE TFEATED LUMBER ALL METAL CONNECTORS AND FASTENERS IN DRECT CONTACE WITH PRESSURE TREATED LUMBER SHALL BE HOT - DP GALVANIZED IN ALWFTUANCE WITH THE FOLLOWING REQUIREMENTS GROUP ONE CFROMATED COPPER ARSENATE (CCA) AND SODIUM BORATE (SIX) PRESSURE TREATED LUMBER MINIMUM CORROSION PROTECT10Nk 1. ALL METAL CONNECTORS, HANGERS, STRAPS, ETC. SHALL BE HOT -DTP GAL.VANZED N ACCORDANCE WITH ASTM A-123 STANDARDS WITH MNMUM ZINC THICKNESS THAT MEET G-90 STANDARDS. 2 ALL FASTENERS INCLUDING PALS, SCREW, ETC. SHALL BE HOT -DP GALVANIZED N ACCORDANCE WITH AST! A-153 STANDARDS. GROW TWOALKALIE COPPER OUAT (ACO AND CAO-D AHD COPPER AZOLE (CIA -A AND CA-B) PRESSURE TREATED LINER MINIMUM CORROSION PROTECTION- 1 ALL METAL CONNECTORS, HANGERS, STRAPS, ETC. SHALL BE HOT -DP GALVANIZED N ACCORDANCE WITH AST! A-653 STANDARDS WMTH MINIMUM ZINC THICKNESS THAT MEET G-185 STANDARDS. 2 ALL FASTENERS INCLUDING NALS, SCREW, ETC. SHALL BE I -CT -DP GALVANIZED N ACCORDANCE WITH ASTM A-153 STANDARDS. NOTES L SOME PRESERVATIVE PFESSURE TREATED WOOD REQUIRE ADDITIONAL CORROSION PROTECTION FOR STEEL CONNECTORS AND FASTENERS. ALWAYS CONSULT WAIN PRESSURE TREATED WOOD MANUFACTURER FOR SPECIAL CORROSION 2 STAINLESS STEEL FASTENERS ARE TO BE USED WITH STAINLESS STEEL CONNECTORS ONLY AND USE HOT -DP GALVANIZED FASTENERS WITH HOT -DP CONNECTORS ONLY. a FOR ALL OTHER PRESSURE TREATED WOOD NOT LISTED IN TFE ABOVE GROUPS ONE OR TWO, CONSULT WITH PRESSURE TREATED WOOD MANUFACTURER FOR SPECIAL CORROSION PROTECTION BUTS. DIAPPRAC;rlll BLCOICNO PROVIDE SOLD BLOCKING • HOLDOWNS AND PONT LOADS ABOVE. USE SAME SIZE AS POST OR MULTIPLE STUDS ABOVE FOR BLOCKING WHEN MULTIPLE STUDS ARE USED, ORBIT GRANS VERTICALLY. (FOR 6X6 POST ABOVE, USE 4X8 POST BLOCKING • RIM). RUN POST TO BOTTOM OF FLOOR PLYWOOD DIAPHRAGM. PROVDE POSTTTVE CONNECTION (MIL STRAP - MIN. (2) CS16-48. NAL ONE ON THE OPPOSING FACE OF THE OTHER). PROVIDE SOLID BLOCKING BETWEEN TOP OF BEAM AND BOTTOM OF PLYWOOD • FLOOR DAPHRAGM USE SAME COP AS POST OR MULTIPLE STUDS ABOVE FOR BLOCKING. WHEN MULTIPLE STUDS ARE USED, 1 FLOOR NAILING (HORIZONTAL DIAPHRAGM) TYP. FLOOR SHEATHING CLUED. ADHESIVE AT LONG PANEL AT INTERMEDIATE FLOOR DIAPHRAGM RATED PLYWOOD (48/24) NALED AND SPECIFICATION AFG 01. PROVDE T+G EDGES 10d AT 6' O.C. AT PANEL FTY 'S AND 10' O.C. DIAPHRAGM SHEAR - 215X0.82-177 pt. H.F. 016' O.C. 3/4' SHALL CONFORM EDGES. NAILING SUPPORTS. 23/32' CDX T+G APA TO APA SHALL BE ALLOWABLE 2x FRAMING TYPE NAILS BOUNDARY NAILING SUPPORTED EDGES BLOCKED EDGE NAILING BLOCKING ALLOWABLE LOAD' F1 10d 6' O.C. 6' O.C. 6' O.C. YES 290 PLF F2 10d 4' 0.C. 4' 0.C. 4' 0.C. YES 390 PLF F3' 10d 2.5'O.C. 2.5' O.C. 25' O.C. YES 590 PLF t WHERE ADJOINING 2 ABOVE FRAMING NALS Alt SPACED 25' o.c. AND LESS, FRAMING AND EDGES SHALL BE 3x AND SHALL BE STAGGERED. SHEAR CAPACITES HAVE BEEN ADJUSTED WITH TABLE 2306.3.1 IB.C. BLOCKING AT HEM-FR 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.#108. LAY UP W/ MNMUM 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. PROVIDE EDGE CUPS • 24' O.C. AT ALL UNSUPPORTED EDGES. DIAPHRAGM SHEAR - SO x 093 -176 PLF 15i32' 2x FRAMING - H.F. @ 24' 0.C. NTIERMEDIATE ALLOWABLE ROOF DIAPHRAGM TYPE NAILS BOUNDARY NAILING SUPPORTED EDGES BLOCKED EDGE NAIUNG BLOCKING ALLOWABLE LOAD' R1 10d 6' 0.C. 6' o.c. 6'O.C. YES 260PLF R2 10d 4' O.C. 4' O.C. 4' O.C. YES 350 PLF R3' 10d 25'0.C. 2.5"O.C. 6' 0.C. YES 530PLF t WHERE PANEL 2 ABOVE FRAMING NALS EDGES ARE SPACED 2.5' o.c. AND LESS, F RAING AND SHALL BE 3x AND SHALL BE STAGGERED. SHEAR CAPACITES HAVE BEEN ADJUSTED WITH TABLE 2306.31 IB.C. BLOCKING AT ADJOINING HEM -FIR ALLOWABLE N ACCORDANCE FOR 2x FASTENER SCHEDULE (FOR ALL VERTICAL + HORIZONTAL DIAPHRAMS ) NAIL TYPE 6d 10d DIAMETER IN INCHES .131 LENGTH N INCHES 21/2' SPECIFICATIONS COMMON NAIL AST! A36 COATED SMOOTH .148 COMMON NAIL AS1M A36 COATED SMOOTH 12d .148 31/4' COMMON NAIL AST! A36 COATED SMOOTH 16d .162 31/2" COMMON NAIL AST! A38 COATED SMOOTH :1619 z02[' OI(.. CsTuk??.1a BUILT;): �3 G,'i lc 4 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER n 1 Q-02A2 I CO W CO 40 Cr) N co > c u I = N co o Z I0 N g V co Y J • cD 1 F- LL ♦ ♦ I In 0 Z 0 L J 0 L 4--0 v) 15319 65TH AVE S, TUKWILA WA Revisions CITY CORREC➢CNS 2 j21/201g A flrn-n IAA C.iecked Dote DEfA 5BP 5 201E :ncet Slel Mob A STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SHEAR WALLS • DENOTES TYPE OF SHEAR WALLS SEE PI-6 V SHEAR WALL SCHEDULE DENOTES HOLDOWN LOCATION SEE HOLD DOWJ SCHEDULE LOCATE HOLDOLLN5 MIN. 9" FROM FOUNDATION VENTS FOUNDATION NOTES: WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND FIELD CONDITIONS. 3. ALL FOOTINGS TO HAVE A MNIMUM DEPTH OF IS" BELOW FINISH GRADE 4. STEP FOUNDATIONS PER SITE CONDITIONS 5. ALL POSTS SHALL BE TREATED 4x4 (4x6 S T9h1 SPLICE) ON TYPE-90 FELT ON CONCRETE FOOTING AS INDICATED PER PLAN. 6. ALL 4IRDERS SHALL DE '2 DOt /FIR (SIZE AS INDICATED PER PLAN). 1. GROUND COVER SHALL BE 6 11111. (0.06") POLYETHYLENE FILM WITH AT LEAST A 12" LAp AT ALL SEAMS AND EXTENDED UP THE FOUNDATION WALL TO AT LEAST THE OUTSIDE FINISHED GRADE LINE. S. ALL WOOD IN CONTACT WITH EARTH, MASONRY OR CONCRETE SHALL 6E TREATED OR BE OF WOOD WITH A NATURAL RESISTANCE TO DECAY. d) w co d) w w m 411-0" 231-0" 23'-6" 14'-0 1/2" A/065as zF `\36" x 36" x 12" CONC. FTCI. Wr4 at 6" O.G. EAGI-I WAY 13'-6 1/2" 5'-1I I/2" 3'-11 1/2" SEE 1/53.1 E 1/53.1 R-IO RIGID INSULATION UNDER ENTIRE CONC. SLAB ® HEATED SPACES 1-1'-6 I/2" E 1/53.1 SEE 1/53.1 SEE 1/53.1 SIM 36" x 36" x 12" GONG. FT. WPMat 6" o.c. EA EAGI-I WAY 36" x 36" x 12" CONC. FT. Ws4 at 6" OC EACH WAY 10-9 I/2" SEE 1/53.1 8'-8 1/2" SEE 1/53.1 SEE 1/S3.I 36" x 36" x 12" GONG. FTC- W/'4 at 6" O.C. EACH WAY STEP WALL SLAB ON GRADE 4" GONG. OVER .fl 4" GRANULAR FILL r 36" x 36" x 12" CONC. FIG. Wr4 at 6" O.C. --- EACH WAY 20'-1" fiTEP WALL 9- 1 73662PP 1 $ASI 4" CONK. OVER 4" GRANULAR FILL SLOPE I/4" PER FT. tr STEP r 4 6'-4 1/2" i 1 I 1/4" 4" CONK. OVER (0 4" GRANULAR FILL Q SLOPE I/4" PER Ff. 1 5 52. L_ 1 _J- • m 9'-R I/4" 10'-5 3/4" 1 J SEE 1/53.1 E 1/53.1 SEE L J SEE 1/53.1 DRILL 11 EPDXY 30" DOWEL ® IS" O.C. 6" MIN. EMBEDMENT USE 51HPSON EPDXY SET-XP (ALL 5IDE5) SEE 1/53.1 121-8" SLAB ON GRADE 4" CONC OVER 10 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS 1/53.1 *4 a IS" O.G. E.W. 0 CENTER Dtt-iH OF SLAB (2) SIMP50N PA35 EA. FACE OF WALL (4) TOTAL 2) SIMPSON PA35 EA. FACE OF WALL (4) TOTAL 36" x 36" x 12" CONC. FT4 W/'4 at 6" O.G. EACH WAY SEE 1/53.1 ro m 2'-0" 16'-3" 20'-I I" FOUNDATION PLAN D19-0362 AUG 19 2020 City of Tuk:,•. BUILDWG r, , RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 12/ 2/ 20h 4 FOUNDATION r Revisions QCITY CORRECTIONS 2/21/2019 Drown 1.4.4 Checked Daineent Sheet S1.2 Job J (2)-16d TOENAIL • EA. END (TYP.) HEADER (PER PLAN) USE (2)-CRIPPLES OVER 6' OFNENINGI (VYP. - ISO • 1211 oc. BETWEEN STUD errs) DeAM PERP TO WALL: 4x : (2)-CRIPPLES MN UNDER BEAM 514x, fix 3 (3) CRIPPLES T-1N. UNDER OEAM OPENING* STUDS OPENING/ UP TO 4 ONE TWO UP TOY THREE UP TO 9' FOUR UP TO D' Ti'PICAL I-IEADER 24` MMIMUM END TYPICAL FRAMING DETAIL r e DOU3LE TOP PLATE SPLICE N.T.S. 9-16d NAILS --FACE NAIL. AT LAPPED AREA 1/2" II-0" STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SHEAR WALLS , rDENOTES TYPE OF SHEAR WALLS SEE PI-6 Y SHEAR WALL SCHEDULE DENOTES HOLDO¢N LOCATION SEE HOLD DOWN SCHEDULE LOCATE HOLDO.N5 MIN. 9° FROM FOUNDATION VENTS SIM 5IM. SEE R/83J SEE V$3.1 SEE 1/83J Vat 111x16" (2.0E) PSL IC d1 4.1 Ql Q I Y a v 44. T SEE 1/83.1 • SEE 1/83J (9) SMPSON A -SS CLIPS AT CORER OF WAIL EQLYLY SPACED ALON4 ILLS "IL. E 1/83.1 (9) SMPSON A-35 CLIPS AT CORNER OF WALL E(31ALLY SPACED ALGN4 WALL HT f 1 \\\\\\\\1111.\\ ' PI-2 SEE 1/53.1 SEE S3J ALICi1 HOLD DtOM ApovE SAPS STIR SEE -/83.1 (2) SIMPSON PA35 EA FACE OF WALL (4)TOTAL SEE 1/53.1 51M i SEE l/83.1 SEE yew 5 1/41x14" (2.0E) PSL ,; r, (2) BIMPSON PA35 EA. FACE OF WALL (4)TOTAL LONER LEVEL FLOOR FLAN E V83J SEE 1/53.1 FRO I A9R'E BEE yew FI10M AISOVE SEE -,/133J FROM A WYE SIM. BEE 1/S3.1 FROM ASOvE D19-0362 CCE AUG 19 2020 City of Itilvt• m , BUII_DI'I G i IVl:i; RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER rRereima A ory cDRR2/21/2019ccnaas J31 Drown IAA Checked Date —ate Sheet S1.3 SCALE: 1/4" = I'-O" Job Web stiffeners required If sides of hanger do not laterally support at least i" of TJI joist top flange Top la \ Face Inc Hanger height must be a minimum of 60% o/Joist depth INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE Web stiffeners required each side at133W plonking panels my be required with shear walls above or below -see detail BI Load bearing or shear mall above (rust stack over mall below) BlockJng panel Web stiffeners required each side at BUJ See FLOOR SPAN TABLES and GENERAL NOTES in curet Trus Joist Iitaatue for ezcepttots Load bearing or shear wall above (must stack over wall below when present) Pocking panel Load from above O j\ 2x4 minimum a•!' . eh blocks T f Use 2x4 minimum squash blocks to transfer load from above to bearing plate below Load bearing mall above (rust stack ova wall below) Pocking panels may be required with dear walls above or below -see detail pi 2x4 shine squash blocks t tab stiffeners required each side at 62W See FLOOR SPAN TABLES and GENERAL NOTES in arrest Trus Joist literature for exception For information on lateral load capacities, refer to current Trus Joist rim board literature. Trus Joie rim board Must have 1sj' minimum Joist bearing at ends End of joists at centerline of support UPPER LEVEL FRAMING, NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS t CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS • TH16 LEVEL SHALL BE 14" TJI 230 FJ. • 16" OL. UNLESS OTHERWISE INDICATED PER PLAN. 3. ALL EXTERIOR RIMS TO BE 1 3/4x11 1/5' (I55E) LSL UN.O. 4. ALL HEADERS • WINDOW AND DOOR OPENINGS SUPPORTING THIS LEVEL SHALL 13E 4x12 • 2 DOUGJFIR UNLESS OTHERWISE INDICATED PER FLAN. 5. PROVIDE SOLID BLOCKING, OVER SUPPORTS. b. PROVIDE FIRE BLOCKING. • ALL PLUMBING. PENETRATIONS. 1. BEARING. WALLS ARE SHADED. 5. PLUM13IN6 AND MECHANICAL FIXTURES ARE DASFED. 1. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 11. ALL METAL JOIST HANGERS SHALL BE "SIMPSON STRONG -TIE" U-SERIES JOIST HANGERS OR APPROVED EQUAL UNLESS NOTED OTHERWISE. ONE ROW OF IW" L5L SLOCKINCT at 4Es" O.C. PER DETAIL DEL 1 3/4" L5L BLOCKING UNDER WALL ABOVE 0' 1'x16 (2. JE P5L TOP FLUSH / 't // v vr H6LTV-5 5x1 rye t SIM v x DEL 13/4 L5L BLOCKING UNDER WALL ABOVE v at TV-5.5x14 U52.31/14 i Y. Ul NOTE: UIFIERE CONCRETE SLABS ARE POURED AGAINST U$OOD FRAMING PROVIDE WATERPROOF MEMBRANE BETWEEN WOOD t CONCRETE BY 'NERVASTRAL' OR Q. i- WALL SIM • 0 xr N mu ONE Rau) OF I4" L5L f5LOCKINCT at 40" O.C. PER DETAIL 13RR4. WALL SIM U52.51/14 \5 1/4 x14" (2.0E) PSL TOP FLUSH `I U5231/14 U52.31/14 1'x16' (2.OE) P5L TOP FLUSH U52.31/14 11, A 5 I/4"xl4'� (20E) PSL 2e SIM 5 E) L5L RIM JOIST en LOV€R LEVEL FLOOR FLAN Di 9-0362 SCALE: 1/4' = ILO" AM 1.9 jikii BULL): RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER I7/ 7/ 2010 0 J J 0 0CC 0 Z 0 W 0 Q J 0— LJ- 0 Q 0 J Li Q r - Re.,s,ona 7 Q �2a%21/22019 CORRECTIONS Drawn IAA Checked Dote same Sheet S1.4 Job CCNT. TOP PLATE (4)-16d To HEADER (TYP.) I -FADER (PER PLAN) caNT. TOP PLA 0 0 (2)-16d TOENAIL • EA. END (TYP.) USE (2)-CRIPPLES OVER 61 OPNENIN4 (YYP) — 16d • 12" oz. BETWEEN STUD (TYP.) STUDS OPENING UP To 4 ONE Two UP TO 1' THREE UP TO 9' FOUR UP TO 12' !DEAN PERP TO WALL: 4x : (2)-CRIPPLES MIN UNDER SEAM 5, 6x : (3) CRIPPLES MIN. UNDER BEAM OPENIN4 TYPICAL HEADER 2411 MINIMUM END JOINT OFFSET TYPICAL F{?AMINGi DETAIL ry N • pOU$LE TOP PLATE SPLICE N.T-S- 8-16d NAILS --FACE NAIL AT LAPPED AREA 1/2" 1'-011 STRUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF SWEAR WALLS DENOTES TYPE OF SHEAR WALLS SEE PI-6 V SHEAR WALL S(-UDULE DENOTES HOLDOUN LOCATION SEE HOLD DOWN SCHEDULE LOCATE HOLDCUNS MIN. 9" FROM FOUNDATION VENTS Ogz fk4 1141 Ce dl mar r 4. SEE 1/53.1 4x10 DFf2 (9) SMPSCN A-35 CLIPS AT CORER OF WALL EQUALLY SPACED ALONG WALL HT. BRCa. W L I�r Ila, r4 P1-2 8) 81NF501N A-35 CLIPS AT CORER OF WALL EQUALLY SPACED ALGA WALL INT. �1 • BRa ALL SEE VS33/ +o- / 314" x 10 (24F-V4) qLU-LAN t2 51M to SEE 1/53.1 4x4 POST O 4x10 DF-'1 AL al 4Y' SEE 933 5 I/8x12" (24F-V4)CaL3, 51M 3.'{" x kW? (24F-V4) U-LAM 11 l'i (9) SPQ80N A-35 CLIpS AT CCR ER OF WALL EQUALLY spi=Ep ALOatt WALL 14T. E. WALL (9)5MPSON A-35 CLIPS AT CORNER OF WALL EQUALLY SPACED ALONG WALL HT (5) SFPSCN A-35 CLIPS AT CORNER OF WALL EQUALLY SPACED ALONG WALL HT. 5IM 34" x 10Jf1 (24F-V4) 4LU-LAM (CONT) o tai 1 PI 4 P1 -3 SEE 1V933 SRO,. WAL //////. SEE 2/533 9) stp80N A-35 CLIPS AT CORER OF WALL EaLALLY SPACED ALONG WALL HT. SIM STITCH PLYWOOD ON SAVE SND P1-3 SEE 11/53.1 SEE -VS3.1 ALICA N W/ HOLD DOWN ABOVE SATE SND SEE 1/s3.1 ////////////1/%// ///// BRG. WALL (9) 8Mp8CN A-35 CLIps Ar GORIER CF WALL EQUALLY SPACED ALa4 WALL HT. SEE 4/$33 r / / / / a SEE 2/533 II II i 11 4x12 SEE 1/$33 SEE 2/833 l9) SU'PSCN A-35 CLPS AT CORNER OF WALL EQUALLY SPACED ALONG WALL HT • n 1_ IY1114/.F' 3 I/1x II 1/8" I:I'•s. 11 3 1/2x II 1/8" (L55E) LSL 3 1/2x 11 1/8" (155E) LSL (155E) LSL SEE 5/S33 5IM. MAIN LEVEL WAL.1- PLl�IN j11 e: 11_011 4 D19-0362 5IM 1 SEE 5/533 SIM. SEE 1/S3.1 see 1/53.1 5EE 1/s3.1 Ktit; 1 4 Zrr. cf RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER U J J 0 cc 0 0 co NW co W W C33 NCO 1 1 = Nap OZ11) in gcv Oor X J• ccDDYH • 1- J Q J h !:fl 0 Et Reeitione A2/2 21/201019ECTIUNS ®- Grown 1/1A Checked Oates. a Sheet S1.5 Job ♦ G x s Web stiffeners required IF sides of hanger do not laterally support at. east in of TJI joist top flange Hanger height must be a minimum of 60% of joist depth INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE Web stiffeners required each side at Ball Blockingpanels may be required with shear wall. above or belay -see detail sl Load bearing or shear wall above (must Mack over wall below) Blocking panel Web stiffeners required each side at Bed See FLOOR SPAN TABLES and ORAL NOTES In arrant True Joist literature For exceptions Load bearing or shear wall above (must stack over wall below when present) Mocking pane! Load from above 41Mik 2x4 minimum s ' = sh blocks Use 2x4 minimum squash blocks to transfer load from above to bearing plate below Load bearing wall above (nut stack over wall below) Bloating panees may be required with shear walls above or below -see detail at 2x4 mmtmun squash Mocks LLl.b stiffeners required eadn side at 5211 See FLOOR SPAN TABLES and GENERAL NOTES In arrant Tres Joist IIteratlre For exceptions For Information on lateral load capacities, reFer to current True Joist rim board literature. True Joia rim board Must have lie minimum joist bearing at ends End of joists at centerline of support UPPER LEVEL FRAMING NOTES; I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR. TO CONSTRUCTION. 2. ALL FLOOR JOISTS a THIS LEVEL SHALL BE 14' TJI 230 FJ. • 16" O.C. UNLESS OTHERWISE INDICATED PER PLAN. 3. ALL EXTERIOR RIMS TO BE I 5/4x11 7/6" (155E) L5L U.NA. 4. ALL HEADERS a WINDOW AND DOOR OPENINGS SUPPORTING THIS LEVEL SHALL BE 4x12 • 2 DOUZJFIR. UNLESS OTHERWISE INDICATED PER PLAN. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 6. PROVIDE FIRE BLOCKING • ALL PLUMBING PENETRATIONS. 7. BEARING NA 1 4 ARE SHADED. 6. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. R. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 11. ALL METAL JOIST I-14NGERS SHALL BE *SIMPSON STRCNC-TIE' U-SERIES JOIST HANGERS OR APPROVED EQUAL UNLESS NOTED OTHERWISE. ONE ROW of 1V LSL BLOCKING at 48" O.C. PER DETAIL L 1 0 13/4"xl4' (1.55 E) L5L RIM JOIST W/ 1 5/4'x14 L5L BLK'G 13/4"x14" 1.55E L5 RIM JOIST w/ 15/4"xl4 LS SLK'G • SIM SKEWED TI•40410 NCR w/ ONE FLANK -ye INVERTED LSL BLOCKING AT FLOOR TO WALL INTERSECTION Ill O• CI 10 51M CIA 7 4 NAIL PLYWOOD TO JOIST w/10d at 6' O.G. at BOUNDARY and 6' OOG. at SUPPORTED and BLOCKED EDGES (SEE FLOOR NAILING 'FIN ON SHEET 61.1/ 0 tit 0, 5 I/8x1211 (24F-V4) GLP .° PLYWo0D SOFFIT w/ R-30 INSULATION IV LSL BLOCKING AT FLOOR TO WALL INTERSECTION -7 1 5/4"x14" (1.55 E) LSL R M JOIST re/ 1 5/4"x14 LSL SLK'G • 5 I/2x14 (2.OE) P5L FLUSH BM ,4/41, ,. 0. 5 /4x1 (2.SE) L L 5 I/4x14 (2.0 // L FLUSH BM 1 5/4"x14 w/ %' PLYWOOD SOFFIT w/ R-30 INSULATION SIM BR'& WALL ONE ROW OF I3:" L5L BLOCKING at 4811 O.G. PER DETAIL 411 II i'wassail 12BL 15/4' LSL I r BLOCKING UNDER 1 ti ALL ABOVE BR'6 WALL 5 I/4x14 (2.0E) P5L FLUSH BM ( .55 E) LSL R M JOIST �s©/4"x14 L5L BLK'G iSk CIF U PER FLOOR F'f'AM IPS1 PL]4N 2x4 FLAT BLK'C • ALL UNFRAMED PANEL EDGES NAIL ALL PANEL EDGES w/ 10de 41 oe. J W D19-0362 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER .r ♦ 12/2/ 2015 J J a 0 Z wto • mco N ice W 09 p 04co WO Z1—pNN J ,Q� 0 -• co at. 8 I- at. • UPPER FLOOR FRAMING PLAN rRevisions 2221 CORRECTIONS 0 9ECTIlxvS Drown IAA Checked Dote�. a Sheet S1.6 Job d) GGNT. TOP PLATE • (4)-16d TO HEADER (TYP.) a m caNT. TOP PLATE a (2)-16d TOENAIL • EA END (Tr') HEADER m , (PER PLAN) E USE (2)-CRIPPLES OVER 6' OPNENING (TYP.) - STUDS OPENINC7 UP TO 4 ONE IWO UP TOT' THREE UP TO 9' FOUR UP TO 121 I6d • 12" o.c. DET LEEN STUD (TYP.) RFAM PERP TO WALL: 4x : (2)-CRIPPLES MN UNDER SEAM 5 p , 6x : (3) CRIPPLES MIN. UNDER SEAM OPENING TYPICAL 1-iSADER 24e MINIMUM END JOINT OFFSET r N.TS. 8-16d NAILS --FACE NAIL AT LAPPED AREA TYPICAL FRAMING? DETAIL • DOUBLE TOP PLATE SPLICE I/24 STRUCTURAL LEGEND /DENOTES LOCATION AND EXTENT OF SHEAR WALLS rPEDENOTES TYPE OF SHEAR WALLS SEE I P1-& V SHEAR WALL SCHEDULE DENOTES WOLDOLLN LOCATION SEE HOLD DOUN SCHEDULE LOCATE HOLDOLLN6 MIN. 9" FROM FOUNDATION VENTS m w a m- cD SEE /533 9" (24F-V4ZLU-LAM (S) StPEoN A-35 clips AT CORNER OF WALL EQUALLY srACED ALONG WALL (8) WI°SCN A-35 CLIPS AT CORER OF WALL EQUALLY SPACED ALONG WALL ?+ 0 SIM ABOVE ROOF • DORMER (s) Brest A-35 CLIPS AT CORNER OF WALL CIALLY SPACED ALONG uaLL HT (8)SR¢'SON A-35 CLIPS EA(T:u .CORNBRPED L AL k��a WALL Hr. PI-3 SIM SIM SEE 1/533 r1 +q. SEE 4/533 (s) sMpsoN A-35 CLlps AT CORDER OF WALL WALLY SPACED ALGhI WALL HT. (9) sr ipsaw A-35 cups AT CORNER OF WALL ECJALLY SPACED ALONG WALL HT. SEE 5/933 SIM. SEE I533 8) SIMPSCN A-35 CLIPS AT CORER OF WALL EQUALLY SPACED ALONG WALL HT. SEE 5/533 SEE 5/533 SEE 1/633 (9) 5P1PScH A-35 CLIPS AT CORNER OF WALL EGWALLY SPACED ALONG WALL HT. SEE 5/533 / / / / / / / SIM SEE 5/533 SIM. E V533 UPPER LEVEL WALL PLAN SEE 1/533 II 1:1:01 4x12 DF.Y2 4x8 DFP2 •' 0 �r SE 2/S33 SEE 1/533 SEE 2/633 SEE 11/533 SEE I/533 SEE 2/633 SEE 1/533 SEE 2/633 SEE 2/533 SEE 2/533 SEE 2/833 SEE I/533 (8) nlrscN A-35 CLIPS AT GORIER OF WALL EQUALLY $PACED ALONG WALL HT. SEE 2/533 SEE 2/533 III = II_011 4 D19-0362 • f d(•L i • teL �U1C: 19 1.620 cf RECEIVED CITY OF TUKWILA NOV 1 3 2019 0 J J 0 0 0 w 0 CO • • UPPER FLOOR WALL PLAN ct 1- 0 J 1 Q DE h U n Z°' 0 wW, Revisions GTY1/2019 CORREC➢DNS 2/2 Drown Checked Dole gent Sheet S1.7 PERMIT CENTER Job 0 4' OF WAS ROOF LOAD: LIVE (SNON)- 25 PSF DEAD- 15 P5F TOTAL- 40 PSF ROOF LOADS: I. TOP CORD LIVE LOAD • 25 PSF 2. BOTTOM CORD LIVE LOAD • 10 P5F 3. TOP CORD DEAD LOAD = 7 PSF 4. BOTTOM CORD DEAD LOAD = 5 PSF 5. WIND UPLIFT (TOP CORD) = 15 PSF TRUSS SPAN = II' -II" TRUSS PROFILE ' AA I/4" II -OH GIRDER HEIGHT = 2'-6 3/16" FACE OF FLAT GIRDER TRUSS- PROFILE 'E' DIST. TO PACE OF GIRDER = 3'-0 3/4" HIP MASTER lH-U TRUSS SPAN • 211-0 1/2" TRUSS PROFILE ' C I/4" = I'-011 TRUSS PROFILE ' D ' 1/4" • 11-04 ed BEARING DIST. = 12'-5" BRACING FOR 11 D DEARING isoMT BEARING DIST. = I3'-10" TRUSS MANUFACTURER TO INCLUDE DRAG STRUT / COLLECTIVE LOAD IN ROOF TRUSS DESIGN WHERE TRUSSES ARE SUPPORTING DRAG, STRUT LOAD FROM TUBE STEEL COLUMNS AT ENTRY 125f LOS (ASD) WIND LOAD INCLUDE AS DRAG STRUT (2 LOCATIONS INHERE NOTED ON PLANS) (SEE DETAIL AI/52.2 SIMILAR) PROFILE '132' - STUB TRUSS SPAN • 19'-6 1/2" PROFILE 'BP - STUB TRUSS SPAN = 24'-4 1/2" FLAT GIRDER SPAN = 26'-5" TRUSS PROFILE ' E ' 1/4" NOTE: SHOP DRAWINGS FOR PRE-ENGINEERED FLOOR OR ROOF TRUSSES MUST 6E ONSITE AT TIME OF FRAMING INSPECTIONS AND HAVE AN ORIGINAL WA51-IINGTON SEAL AND SIGNATURES OF THE DESIGNER PROCEEDING WITH FRAMING WITHOUT APPROVED DETAILS AND PLANS IS DONE 50 AT THE CONTRACTORS / APPLICANTS RISK TRUSS SPAN - 27'-5 1/4" TRUSS PROFILE ' p 1/4" ROOF 4 CLG FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR To CONSTRUCTION. 2. BEARING WALLS ARE SHADED. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. ALL HEADERS SUPPORTING ROOF • MAIN LEVEL OPENINGS SHALL BE 4x10 4 DOUG/FIR UNLESS OTHERWISE INDICATED PER PLAN. 5. CONTRACTOR TO VERIFY LOCATION OF ALL ROOF SUPPORT BRACING OR POSTUYw AND PROVIDE ADEQUATE BEARING TO FOUNDATION. 6. ■ DENOTES CONCENTRATED LOADS SUPPORTED BY (2) STUDS, UNA_ 1. ALL METAL HANGERS SHALL SE "SIMP$ J STRONG -TIE` U-SERIES JOIST HANGERS OR APPROVED EQUAL. S. ALL FALSE VALLEYS SHALL BE FRAMED W/ A FLAT 2x10 LAID DIRECTLY ON RAFTERS BELOW, OR W/ A FLAT 1,80 LAID ON 3/4" SOLID SHEATHNG. 9. ALL CEILING JOISTS SHALL DE 2x8 •2 HEM/FIR FRAMED • 24" OG. UNLESS OTHERWISE INDICATED PER PLAN. SEE PLAN JOIST DIRECTION. 10. WHERE CEILING JOISTS ARE PERPENDICULAR TO RAFTER FRAMING" PROVIDE METAL STRAP TIES • 49 o.C. ACROSS THE FIRST THREE ADJACENT JOIST SPACES AND SOLID FULL DEPTH BLK'G • EA TIE. II. INSTALL SHEAR WALLS 4/OR BLOCKING IN ROOF STRICTURE BEFORE INSTALLING FINISH ROOFING TRUSS NOTE: I. MANUFACTURED ROOF TR1A`F5 SHALL BE SY AN APPROVED FABRICATOR WHO SHALL PROVIDE DETAILS AND SPECIFICATIONS AS REQUIRED. 2. EACH TRUSS SHALL BE STAMPED WITH THE MANUFACTURERS STAMP 3. BUILDER SHALL VERIFY ALL TRUSS LENGTHS 4. THERE SHALL DE NO FIELD MODIFICATIONS OF TRUSSES 5. ALL TRUSSES SHALL BE BRACED, FRAMED AND TIED TO SUPPORTING WALLS TO FORM AN INTEGRAL PART of THE WHOLE STRUCTURE ATTIC VENTILATION: MINIMUM ATTIC VENTILATION SHALL DE 1300 OF THE ATTIC PLAN AREA. I/2 OF THE REQ'D VENTG &WALL 8E PROVIDED DY JACK VENTILATORS (AUGUSTINE MODEL • RV38D tW 38 SQIN. NET VENT AREA/ LOCATED A MN. OF THREE FEET AEOVE THE SAVE VENTS. EAVE VENTS SHALL DE (3) - 2• DIA SCREENED HOLES PROVIDING A NET VENT AREA OF SA2 SQIN. MAN ROOF 2255 SOFT ATTIC .AREA / 300 • 131 SOFT. VENTG SEQ'P 131 SOFT. / 2 • 3.16 SOFT. OF VENTG TO DE PROVIDED DY ROOF JACKS. 3.16 SOFT. / 0263 SOFT PER JACK VENT • 1430 ROOF JACK VENTS REQ'P 3.16 SOFT. / 0.065 SOFT PER EAVE VENT • 513 EAVE VENTS REQ'D LOW ROOF 118 SOFT ATTIC AREA / 150 • 0.18 SOFT. VENTG REO'D 0.18 SOFT. / 0065 SOFT PER EAVE VENT • 12 SAVE VENTS REC P 10" 6'-O" O.H. "I "I HIP MASTER t x 0 D.S. 11-6" O.H. SLOPED/ SKEWED HD210 I'-0" O.H. SLOPED/ HD210 D.S. iy 1 I 191 aCORNER I J 0 O h� 1 IN 2x12 LEP6ER TO WALL (2) ROWS I2d • b• 04.s e FRAME OVER ri • u ..! . (2)-I 3/4"x14" 2.0 PSL RAFTER tz, w, III p, 1/111 O = iv (2 -2x12 RIDGE BM. I'$e O.H. tZi D.S. 9 5 I/8x12 f 1' (24F-V4)GLS FRAME OVER w/ 2x8 a 24" 0.0 GIRDER TRUSS - PROFILE '131' LFT6 - STRUT BOTT. CORD TO WALL TOP t ROOF JACK VENTILATOR TYP. • 5 LOC_ OST DOWN TO HEADS nX8) 2x45 C516-466 PARAU-AM TO TRUSS TOP CORD (OVER SHEATHING) 0 HID II O.H. ■ GABLI END TRUSS CORNER SET (VNE 0 tzr 1-2" O.H. i 0 FRAME OVER vv./ 2x8 ® 24" O.G. a ,ps 6 A 1-2" O.H. ROOF Sr'4EAT1-SING ENTIRE UPPER 4 LOWER Roof TO BE NAILED PER ROOF NAILING SCHEDULE ON SHEET SU 9?00F Fj?AM INCH PLAN D19-0362 x O 1-2" 14 11 = 11-00 4 O.H. 1 G`�r c:; ri:;<:1 I clap: . , RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 0 12/2/208 DESIGN GROUP, LLC co Wcc, co co Z CO N cA W N(D = N CD O Z N N co Y J o ax co 1 H L L ROOF FRAMING PLAN 1 0 J 1 Q J 3 S Y ur 1 {� 45 m Z W� 0 ' Revisions ajjYY GGaga 2/21/2019 ' oNs ®— Drawn .-- Checked Dole — • xis Sheet S1.8 Job CONT.HEADER GARAGE PLATE —SA•IPBON PA35 WTH 8" MIN. EMBEDMENT BEND OVER TOP OF SEAM (2) EA SIDE (FACE) (4)TOTAL OM - 14EAD (6) 5/8'• x 12" A$. w/ 2'1 x 2' x 1/411 PLATE WASHCRS I (3) 3 TIES E TOP OF WALL • 4" 0,C. BALANCE • 9" O.C. BETWEEN r FINISH DOOR ROUGH DOOR JAMS (TREATED) TOP OF SLAB • DOOR OPENING 2 • (2) •4 CON 1 "15AR FULL HT. NOOK INTO FT4. • • 11 7 1 REBAR • 10" 64.140R • • FINISH GRADE /11 11 11 '4 RE AR_t--__1L Ib' oz. v'ERT. .4 1/4„..r TOP OF FOOTING (31'3 TIES 0 130T- OF WALL • 4" O.C. 3 (2) u CONTINUOUS C OOEN FT CONCRETE FOOTING CONCRETE WALL Vaa. 14 MIN, SL2va1- I01444 PER PLAN •4 REBAR 0 1611 oc. VERT (TYP) 4) 5 REBAR FULL HT. — —r *4 REBAR 0 10" o.c. NORIZ. �L L-BOLT ANCHOR 14' MIN, ILA 'S CONCRETE WALL 04 REBAR • 10" c.c. 61O1121Z. A$. PER SCHEDULE TIES (STIRRUPS) SEE ELEV. FOR SIZE 1 SPACING x"• x 12" 40. w/ 2" x 2" x t'•' HD. GALV. PLATE WASHERS GARAGE PANEL 141" TO 254" PHD HOLDOWNS w/ L-BOLT ANCHORS 4x BEAM PER PLAN KST221 STRAP WRAP ENDS 6" MIN. • END 046 POST CAP 6x6 POST 3/4" • 11-0" NAIL PER MANUF. NSTR f Ilf'I!ICf1ITIIf 4x SEAM PER PLAN • • • o o 0 • • 1 • 0 • C46 POST CAP BIDS VIEW Kt \ CORNER PEAM TO POST CONN. • 1/2" 11_0" r 2'-011 21-01 r 2101 rl k' PANEL JOINT TYP. COILSTRAP w/ BLOCKING \ / R EMtG / /ly" COILSTRAP w/ \ — BLOCKING L.1 LJ JOISTS PER PLAN MAIN EVEL WALL ALL FRAt1 HARDWARE TO BE INSTALLED PER MANUF. SEC:P NTS THIS DETAIL SHOWS CONCEPTUAL INFORMATION ONLY SEE PLAN FOR ACTUAL CONDITIONS J TYPICAL SNEARWALL RRAMING ELEVATION UPPER LEVEL PLATE BOTTOM OF HEADER FIELD NAILING PER SCHEDULE 41x101 PLYWD BHTNIG PANEL 3 STUD CORNER TYP- EDGE NAILING .1;- PER SCHEDULE I.IOLDDOUN PER PLAN MAIN LEVEL SUBFLOOR 4 MAN LEVEL PLATE i� • UPPER LEVEL 2 SHEAR FORCE TRANSFER AT CORNERS 21-0' 21-04 Plies • HEADER ER PLAN 'V4' COU STRAP w/DLOCKNG \ / \ / ROlY*I7OPEN5G EDGE NAILING, PER SCHEDULE / \ / 1 I/4' CO -STRAP / w/ Mot /21-0' • 8 f •1 V8' PANEL JOINT (pp/ inn • p-0u MAIN LEVEL PLATE tot BOTTOM 1 DM Or HEADER FIELD NAILING PER SCHEDULE - 4' x 10' PLYLLD SHTH'G PANEL EDGE NAILING PER SCHEDULE .3x STUD • ALL ABUTTING PANEL EDGES IF REO'D SEE NOTE BELOW 3 STUD CORNER (TYP.) HOLDDOW4PER PLAN MAIN LEVEL SUBFLOOR '1! 3 6 TR 4ILPLATG 11 LJII � u u u 5/6" DIA. ANCHOR DOLTS w/ 3' x 3" x 1/4" PLATE AX WASHER SPACE PER SHEARWALL SCHEDULE SOL ALL FRAMNG HARDWARE TO BE INSTALLED PER MANUF. REOMNTS USE A SINGLE 3x STUD OR DOUBLE 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 I II u u I II � II _ ALLTHREAD ANCHOR PER PLAN MAX TYPICAL SI—IMARWALL F AT•IING ELEVATION m I OWER LEvEL 4' SHEAR FORCE TRANSFER AT CORNERS 11-6' 3/4" D1A (4 301) THRU DOLTS • IEI' 0/C STAGGER BET. T 1 130T- ROWS 5 1/4' OR l" PSL PER BEAM PLAN 3/6' x BM. DEPTH x PULL LENGTH FOR ASSEMBLIES W/ STEEL PLATE WERE CALLED FOR SIDS VI SW CND VI SW 16' DEEP SEAM 0-3-) DIBL PSL* COMPOSITE ism ASSEM5LY 52.1 W/ BOLT PATTERN 3/4" • 11-0" 1/2' • 11-0" D19-0362 DESIGN DATA L PC • 3000 PSI Fy • 60,000 P51 EFP • 35 PCF mot. • 1500 PSF FRIC. COEF. • 35 {�l •1 4 I c a- ;i • AN a 1 HORIZONTAL A a � • AV VERTICAL AT 4 AP f A A 4 .Alb II' 4 • •1 IA I • ' I 4 A RflAINING4 WALL DIMSNSION MAX 10IALL HT - MAX FILL NT- WALL THICKNESS WIDTH TOE DEPTH FLOOR JOISTS PER PLAN ANCI-OR BOLT AND P.T. SILLt PER SHEAR WALL SCHEDULE 4' SAND 1 GRAVEL BASE DRAINAGE PA0J'HLL E R:PAR ec•IGDULP REBAR REBAR HOOK REBAR REBAR HT. BF T W TOE D AV AN HT. J AT REBA AF 9' 51 10' 2-8' II-2" 10" 'Se le' •4.12' 12" 16• '4.18" 9' 61 10" 31.011 11-6I 10' "5•10" '4.12' 12' 16" '4.18" (3)-*4 (4)-•4 9' 1' 10' 31-4- 21-0" 10' 5.10" u•12' 18' 16" '4.16" 9' 81 10' 31.0" 21-41 10' 5.10" '4412" la• 24" '4.14" 111 101 10' 51-0 31-4' 14" %•10" '4412' 18' 24" '9.12" (4)- (5)- (9)- cof19 RITAIN4 WALL 41 parestc 41-1 AV VERTICAL HLL UJ/ 12" WIDE GRAMLAR DRAIN ROCK BEI-IND WALL WATERPROOF PROTECTION BOARD FREE DRAINAGE BACKFILL 11 4 11 411 4 9 II FREE DRAINAGE DACKFILL 411 4 GRAVEL BASE 4 (21-6" LONG) DRILL 4 EPDXY INTO WALL W164 MIN. EMBEDMENT • HORIZONTAL AV VERTICAL FILL UP 121 WIDE GRANULAR DRAIN WATERPROOF I PROTECTION BOARD 11111 AT AF FAX WALL MA>C FILL WALL PTO. 2x STUD SI4EAR WALL SEE SHEAR WALL SCHEDULE 3x P.T. PLATE WITH ANr4A,R BOLTS PER SWEAR WALL SCHED. SEE PLAN 4 TOS 4 • WANING, WALL DIMINO:40N ROAR 110161DULS MAX WALL HT. (FT) MAX FILL PT. (FT) UJALL THICKNESS (IN) FOOTING UADT14 (N) FOOTING TOE FIG. DEPTH ILIALL REDAR (vERTICAL) WALL REBAR (RORIZ) 1400K LEI‘GTH INTO FTCF FTG DOWEL SeLicE rr4 RED4R TRANSVERSE FTG REEAR LONGITUDINAL CONIC. RETAINING WALL Mk RECEIVED CITY OF TUKWILA PERMIT CENTER 0 0 oD 03 CD STRUCTURAL DETAILS 0 tn 15319 65TH AVE S, TUKWILA WA Remions 2/21/2019 Drown IAA I Checked Deb Sheet S2.1 Job 2x4 CEDAR TOP RAIL ."CHAMFER•CAp--,,,,,...N.4_, 2x4 CEDAR BOTH 51DES 6x6 RAIL POST PER PLAN 2x2 CEDAR BALUSTERS (2) 2x4 CEDAR SOT- RAIL 5/4'5(12 SKIRTBOARD RIM JOIST NOTCH POST INTO RIM JOIST 2x BLIC 4x BM PER PLAN w/ (2) $" x 4" LAG BOLTS • EA POST to O • N 0 5/4" CEDAR DECK14 / SOLID BLK'G • J �BRG. PER PLAN PROVIDE NON-STRUCTURAL LATTICE SCREEN AT UNDERSIDE OF DECK 12"x12" PLINTH EXTEND 6" ADOVE FIN. GRADE • 4 P.T DECK JOIST PLAN 6x6 POST PB 6x6 GRADE • • Pin PLAN el TYPICAL DECK SECTION k LIVNG SPACE DECK SIDING PER ELEVATION MTL FLASH% RT3 SEISMIC TIE • EA. JST. SUBFLOOR lirillir 'PM, 'vIN' 'Fah , '1/4N era; -Ill �i1-= 5U1428 JOIST HANGER RABBET BASE OF LEDGER OR FLASH OVER BIDING BELOW (4) "4 FOUTING NOOKS / DOWELS WITH "3 TIES ®6" o.c. 611LAP®"3TIES "4 a 6" E.W. $OTT. PLACE FOUNDATION ON UNDISTURISED SOIL WITi-I MIN. 1000 P5F f3EARINc STUD PER PLAN RIM JOIST $" PLYWD LR JOIST PER 1 3/4" LSL LAN CONT. RIM • BM LEDGER 2x P.T. LEDGER. BOLT TO RIM JOIST w/ % e x 4;16 LAG BOLTS STAGGERED TOP AND BOTTOM. . 7 JOISTS OVERHANGING SUPPORT BEAM MORTISE JOINT • TREAD TO STRINGER • 2x6 TOPRAIL 2x4 EA. SIDE (2) 2x4 CEDAR DOT RAIL 2x6 CEDAR TOP RAIL HANDRAIL PER 2003 1.120 2x4 CEDAR Ban-1 SIDES 2x2 CEDAR BALLUSTERS CHAMFER • Po8T CAP PT. 4x10 STRINGER 6x6 POST (2)%'e x T" LAG BOLTS FROM POST NTo 5TRNGER CONCRETE LANDING N l�� ICA 3'-0. TYPICAL DECK STAIR SECTION SEE FLAN FOR NO. of RISERS LI cHAMFER • POST cap AFL ALIGN CLEAT/ TRE AD BELOW MPAI METAL BRACKET QI 6' NOTE: I 2 3/4' • 11-0" 6x6 POST SEE NOTE BELOW 5/4" CEDAR DEQJC'4 5/4"IH2 CEDAR SK RTBOARD MpA METAL BRACKET SEE PLAN PT- DECK JOIST PER FLAN 3x12 PT. TREADS MORTISED I" INTO STRINGER 4x10 PT. STRINGER BALUSTER SPACING AND BOTTOM RAIL HEIGHT AT OPEN STAIR HANDRAIL 51-1ALL SE SPACED SO THAT A SPHERE OF 4r" IN DIAMETER WILL NOT PASS THRU BALUSTER SPACING AND BOTTOM RAIL HEIGHT AT OPEN GUARDRAIL SHALL BE SPACED s0 THAT A SPHERE OF 4" IN DIAMETER WILL NOT PASS THRU 3/4" • 1'-0" MIN. SOIL BEARING - 1500 PSF TO SE FIELD VERIFIED Y 1r 2x12 BLOCKING 6x6 DIAGONAL BRACE FROM 51U"x12" GLIB. TO 6x6 POST - (8) PLACES USE (3)-Le DIA. x 10" LAG SCREWS AT EACH END OF THE KNEE BRACE INTO BEAN AND COLUMN. RECESS KNEE BRACE k.." INTO BEAM 4 COLUMN. BRACE SHALL 8E INTALLED AT ALL CORNER POSTS ONLY. NOT REQUIRED AT INTERMEDIATE POSTS. 1 121 DIA ROUND PLINTH EXTEND 6" ABOVE FIN. GRADE • 1 PLACE FOINDATICN ON UNDISTURBED SOIL WITH MIN. 1500 PSF BEARING 6x6 P.T-POST 6x6 D.F. "2 P.T. POST PB 6x6 (4) 64 FOOTING HOOKS / DOWELS WITH '3 TIES • 6" oe. 6" LAP • 03 TIES "4 • 6" E1W. BOTT. DECK TO POST KNEE I3RACING HDSB sulpscN HOLDOUN BRArtaT ON EACH DECK JOIST STRADDLEN4 THE HANDRAIL POST LOCATION. ATTACH TO FLOOR JOIST w/ k' DIA. THROU GH BOLTS FLOOR SHEATHING THICKNESS SHALL VE TREATED PLYWOOD. NAILING PER DIAPHRAGM SCH. NOTES ON THE PLANS SEE SI.I DECK JOIST PER PLAN FULL HT. BLOCKING 37r WIDE x Jr STEEL PLATE I (A-36 MATERIAL) • 5' oz., (MA)C) HOT -DIPPED GALVANIZED WIITH 51/211x 61''x`4' BASE PLATE w/ (4)-V DIA x 6" LONG (5.5.) LAG SCREWS INTO PERIMETER BEAM. (Sr WIDTH MIN.) TOE BOARD/ KICK PLATE PER ARCHITECTURAL BETWEEN POSTS - ATTACH TO BM. BELOW WITH 5/8' DIA. x T" LAG SCREWS • V' oe. BASE PLATE ALL BOLTS AND FASTENERS SHALL BE STAINLESS STEEL I'-4' I MAX. OF BOLT ADJUST TO AL AN MIARFJUMJ DIA THROUGH BOLT 011 PERIMETER BEAM MIN. BEAM WIDTH 51 SEE PLAN FOR SIZE HANDRAIL PERPENDICULAR TO RJ, HANDRAIL PARALLEL TO RJ NOTE: WHERE HANDRAIL POST IS CONNECTED TO CONCRETE USE V" x 64' x 61' BASE PLATE WITH (4)- t1 DIA x 8" LONG L-BOLTS. (HOT DIPPED GALVANIZED) HANDRAIL DETAIL SEAM CO1.N. PER PLAN PLAN VIEW / eaCTION A -A HANDRAIL POST 1 PLAN VIEW • COMR &M Eft BM. PER PLAN HD36 HOLDOILN EACH SIDE OF JOIST (2) x' DIA BOLT THRAIY.'H BOTH 14D30 HOLDDOWN 3/411 s 1142) 11 FOUNDATIONS ALL FOOTINGS AND FOUNDAT)ONS SHALL BEAR ON SOLID, UNDISTURBED FIRM NATURAL EARTH OR COMPACTED SOIL AT LEAST 18' BELOW FINISHED GRADE AND FREE OF ORGANIC MATERIALS. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOCIRF SOLS, SLOUC4-IS, DEBRIS, AND FREE OF WATER AT ALL TIES. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT I FART 6' ABOVE FINISH GRADE FOUNDATION WALL BACKHLL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SDES OF WALL PROVIDE 4' F'CIYORATED PPE (AS REQUIRED) FOR SUBSURFACE DRANAGE FOOTING SIZE SHALL BE AS INDICATED ON DRAWINGS OR MINIMUM AS PER IBC SECTION 1806. WHERE THE SURFACE S 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 BC. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE A CONCRETE SURFACE OR TO THE WEATHER , PROVIDE A MINIMUM PLINTH OF T ABOVE TFE CONCRETE SURFACE, OR 6 ' ABOVE THE EXPOSED EARTH PER UBC. FOUNDATION SILL PLATES SHALL BE BOLTED TO THE FOUNDATION OR THE FOUNDATON WALL WITH A STEEL ANCHOR BOLT HAVNG A M INSAUM NOMINAL DIAMtItH OF 5/8'. BOLTS SHALL BE EMBEDDED A MINIMUM OF T INTO 11-E CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PECE 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' WITH A 4d RETURN, OR A STANDARD IL -BOLT WITH 12d EXTENSION. ANCHOR BOLTS SHALL BE A36 S I tLL OR BETTER. ALL ANCHOR BOLTS AT FOUNDATION SILL PLATES SHALL BE PROVIDED WITH 3'x3'x1/4' PLATE WASHERS PER SHEAR WALL SCHEDULE AT SHEAR WA! I S AND OTHER STANDARD WALLS DEFAULTING TO P1-6. SEE SHEARWALL SCFEDULE ON THIS SHEET FOR SPECIRC ANCHOR BOLT REOUIRBYENTS AT ALL SHEARWALL LOCATIONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f AS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, 'SPEdFICATIONS FOR STRUCTURAL CONCRETE FOR BULDNG'. AN AR ENTRAINING ADMIXTURE CONFORMING TO BC STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER. PROVIDE 5% ± 1.5Z ENTRAINED AR MAXIMUM. MAXIMUM SLUMP SHALL BE 4' AT TIME OF PLACING COMPRESSNE EIHe a -IT OF 3,000 psi S REQUIRED FOR ALL EXTERIOR AND EXPOSED CONDITIONS PER PER BC AND/OR RC GOVERNING CODES. MN. SACKS OF CEMENT PER SPECIAL NSP. USEC.Y. OF CONC. FEOURED 3000 psi 5i NO SLABS ON GRADE, FOUNDATIONS + FOOTINGS GROUT FOR POST BEARING PLATES SHALL BE NON -SHRINK TYPE WITH MINIMUM COMPRESSNE STRENGTH OF 2,500 PSI AT 28 DAYS. REINFORCING STEEL PEW, CLEAN AND FREE FROM DIRT, CONCRETE REINFORCNG STEEL SHALL CONFORM TO ASTM-A6I5-76A, GRADE 40 U-40,000 PSI.) FOR t 4 BARS AND SMALLER GRADE 60 (I-60,000 PSL) FOR E 5 BARS AND LARGER UNLESS NOTED OR SHOWN OTHERWISE, ALL REINFORCING BARS SHALL BE CONTNUOUS WITH ALL SPL CES STAGGERED, ALL STEEL SHALL BE ACCURATELY LOCATED N THE FORMS AND SECURED BY FORM TIES TO PREVENT DISPLACEMENT DURING CONSTRUCTION. PROVIDE ALL HORIZONTAL BARS WITH 21-6' x 2'- 6' CORNER BARS OF T1-E SAME SaE AT ALL CORNERS AND WALL INTERSECTIONS. WI ERE 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 WALLS LAP VEHIU,AL REINFORCEMENT A MINIMUM OF 48 BAR DAM ItRS TO FOOTING DOWELS. LAP ALL REINFORCING BAR SPUCES A MINIMUM OF 48 BAR DIAMETERS. RBNFORCING STEEL SHALL BE DETALED (INCLUDING HOOK AND BENDS) N ACCORDANCE WITH AG 315 AND 318 - (LATEST EDITION). CONCRETE PROTECTION (COVER) FOR RENF ORCNG STEEL SHALL BE AS FOLLOWS FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE FORMED SURFACES EXPCLPFD TO EARTH OR WEATHER 15 BARS OR SMALLER i6 BARS OR LARGER SLABS AND WALLS (INTERIOR FACE) 3. 14' 2' WELDED WIRE 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. Di 9-0362 LIMY 6PACE SIDING PER ELEVATION �1 MTL FLASH' -. x R?3 SEISMIC TIE •EA J97. SUBFLOOR SU4428 Jo15T HANGER RAPW T BASE OF LEDGER OR FLASH OVER 51DI y BELOW �1 •ai at. II'�I111- 9 GCC.: STUD PER PLAN RIM JOIST AUG 19 an C!t., et u.- (2) SMPSON HD3B W/ (2) V2" DIA HD GALV. BOLTS OR ALL THREAD W/ NUT e WASHER R JOIST PER PLAN R21 JOIST SOLID BLIW • BM LEDGER 2x P-T. LE - . - BOLT TO RIM JOIST w/ ?C'e x 4Sf' LAG BOLTS STACIGERED TOP AND soflOM. RECEIVED CITY OF TUKWILA NOV 1 3 2019 es2t)I-ID2A HOLD DOuUN PERMIT CENTER 111 11-0" i 12/2/Z'I8 • J ae re W 0 W t('i W �(�p �CD = NCO O Z `n 5 Tr Tr 40 IC • LU U. e D 0 Q 15319 65TH AVE S, TUKWILA WA '+ Revisions QCITY CCRRECICNS 2/21/2019 A O© IAA Checked Date DCCB'ECR 5 2016 sneer S2.2 Job (2) •4 CONT. FOUNDATION CUT SACKFILL AS REQ'D \fLI= 6 A, LOCATE BOTTOM OF FOOTING ON LEVEL, UNDISTURBED SOIL BELOW FROST LINE NOTG: ALL ALTERNATING HOOK REINFORCING SHALL BE TIED N PLACE PRIOR TO FOOTING INSPECTION \ J ''t>1" � 4' DIA. ROOF DRAIN - CONCRETE FOUNDATION STEMWALL 04 VERTICAL REBAR • I6" OTC. BEND BOTTOM OF EAR AND ALTERNATE DIRECTION OF SEND. L HT. OF &TEMWA 4 L T14HTLNE TO STORM LINE 4" DIA PERF. FTG DRAM �T� S3y to TITICAL FORMED FOOTING SEE FRAMING DETAIL 5 ON 63.4 FOR STRUCTURAL REQUIREMENTS 4 DIAPHRAGM DM- STUD AT OF SHEAR WALL (TYP.) L- -i M' �I 3/411 = 11-0" NDU HOLDDOUN PER PLAN DBL 2x 10 BLOCK'G Xi PLATE 11 I' DBL TOP PLATE DEL STUD - ALI4N`�/ w/ ABOVE THREADED ROD - SAME DIA. AS �' ANCHOR BOLT ANCHOR EOLT PER HOLDDOUN °�CHEDUL' 2x6 CRIE STUDS • 16• o.c. COUPLER A$. w/ 2'k2'x3/16" PLATE WASHER A$. SPAN SHALL BE PER SHEAR WALL SCHED. ABOVE. UNDER SHEAR WALL ONLY. 3x6 tR P%S C II a o II II II 'u U ▪ I lr a u CONC. FOOTING PER PLAN SEE FRAMING DETAILS ON 63A FOR STRUCTURAL REQURRMENTS • DIAPHRAGM , A$, w/ 31Lx354V4" PLATE WASHER (1" MIN. EMBED) 4 COAT. 0 TOP OF WALL I' 04 • 16" OZ. VERT. w. ALT. II HOOK IN FTG. TIED N unto PLACE • TIME OF FTG. INSPECTION •4 • 10" O.C. HOS (2) '4 CONT. 3' 11-4" 3 Q • FOUNDATION STEMWALL • ExT. wAu_ TYPICAL w/ DIAPHRAGM ON TOP OF WALL 3/411 = II-011 SSHHEEAR PLAN FOR TYPG�� FNISH FLOORING 3/4" T44 PLY SUEFL DEL TOP PLATE AT SHEARWALL ONLY k•' 0513 PLYWOOD, NAILING SHALL MATCH 5111 SCH. ABOVE (CMAAY BE OMITTED IF FULL LENGHT THREADED ROD IS USED) 3x6 PT. SILL PLATE - THICKEN FOOTING EY 3" UNDER WOLDOIUN TO ENSURE CONCRETE COVERAGE 1-1DU I-IOLDOWN ®CRISWAu. e..??y JOISTS FERN. TO WALL - SMEAR WALL ABOVE 3/41I lc& STUD POST PER PLAN 2x SOLE PL 3x P.T. SILL PL SIMp$ON ANCHOR PER PLAN - SSTE OR 513 OR ALL -THREAD ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REOMNTS pi -ID I-IOLDDOWN • INT. FOOTING SHEARWALL AT CRISUJALL I I/2" ANCHOR BOLT SEE SHEAR WALL SCHEDULE FOR SPACING • 4 CONT. • TOP OF WALL • •4 • 10• OG. NOR (2) 04 CONT. -r 2x STUDS PER PLAN va IR OVERMILL"BLACK GRANULAR FILL -I' 1 'III=III—III= 111�,111 •4 • 16" o.c.. VERT. w. ALT. y NOOK N FTG. TIED N PLACE • TIME OF FTG. INSPECTION ei1diINTERIOR STEM WALL Ln B3- 514EARWALL OVER INTERIOR STEM WALL 3/411 • 1'-0" W 6- 1 1 I" eSE PLAN HOLDOWN PER PLAN, SEE FOUNDATION PLAN FOR NUMBER OF STUDS AT HOLDOWN DBL LSL ELK14 JOIST PER PLAN LAP AMIK OF3"•BU�ORT DEL 2x10 BLOCK'CI CRIB WALL -2x6 STUDS • 16" oc. THREADED ROD ANCHOR -SEE HOLD-DOLLN SCHED. FOR SIZE A$. w/ 3'543'xV4" PLATE WASHER 1 NUT NOT SHOWN HERE FOR CLARITY SEE SHEAR WALL SCHED. FOR SIZE AND SPACING 10 MIL SLACK V$. TaF. IIIIIIIIIIII1=11IIIE =II IIII I�_ In - THREADED ROD ANCHOR W/ NUT 4 WASHER- SEE HOLD- MI- SCHED. FOR SIZE. T ICAL POST 4 SEAM SECTION A -A S3y 2x CRIEWALL PER FLAN - SIMPSON ANCHOR PER PLAN - SSTS OR SB OR ALL -THREAD ♦ AS REQ'D TOP OP CONC. SLAB VARIES w/ SLOPE (2)04 CONT. A$. w/ 3"x3"xl/4' PLATE WASHER (1" MIN. EMBED) • 4 CONT. • TOP 114 7L6T TOP op WALL 4" CONC. 8LA$ 4" GRAVEL Ar S •4 REBAR x 24"� PER PLAN RPCYFILL ►__ 3x PRT. SILL �1 "•10'OZ. HOR + I1 e it) EXT. NC, •4 • l6' O.C. VERT. is. ALT NOOK IN FTG. TIED IN PLACE • TIME OF FTG. INSPECTION yr WALL a GAf)4GE SLAP 4 3x TREATED SILL PLATE 4 PER PLAN Jr21 O CONT. •4 REBAR CONCRETE STRIP FOOTING POSITIVE CONNECTION TO CONCRETE ps.gr- iive•i►--1 r71i1T.I1L1 'slit:?� ::. 0.0= ,..:• .• u s ,Boss 3/411 • II-0" PC44 OR PC46 • BEAM SPLICE NAIL PER MFG. SPECS, F1 44 • EA POST FOR ALL 4x4 POSTS OR P1346 FOR ALL 4x6 POSTS 3/411 • 11-0" .• 4• l•''B Ir• e•m1-•: S"®Ail, A114 • 10 O.C. VERT. w. ALT. - NOOK 4 FT4. TIED N '^PLACE • TIME OF FTG. INSPECTION; /Imp I-IOLDOWN ANCHOR • INT- FooTIN4 wll EXT. FIND WALL e O.N. DOOM? �� SIMFSON ANCHOR OR OTHER 1 1/2" • ILO" LJ a SEE PLAN FOR STEP LOCATION n n II Qs 4Ffp1-0" MfiU LOCATE BOTTOM OF FOOTING ON LEVEL, UNDISTURBED SOIL u 11 V VERVICi4L REBATE • 16" O.C. STUB RED* 2i'IMIN. (48 BAR DIAMETERS). EENW EOTTt'ttOF BAR AND ALTERNATE DIRE}pTION OF $AND. 1. -Ii 1 04 • BOTTOM of WALL (2) 14 11-5' TOP OF MALL SEE PLAN i i . 4 4 d TIT MULTI -STEPPED FOOTING, S3y 3/4"=11-0" PROVIDE ADD. VERT BAR • CORNER •4 x 21-6' x 2'-0 CORNER EAR TO MATCH HOR REIN. •4 • I6" VERT. •4 4 10'' -10R CORNER 04 • 16' VERT. 3/411 = 11-0" •4. 10"NOR ADOT'L VERT BAR • INTER. •4 x 2'_6" x 2'-6" CORNER BAR TO MATCH HOR REINF. INTERS. WALL (ALT NOOK DIRECTION) .4 •Imo• HaNT:RSEGTIN4 Tree NOOK BAR PER 46?' ERAL ` =4 . 16' VERT. Sala PULCMi:AD NOTES ON SHEET 51.1 ADDTIL VERT BAR • SULK -HEAD LAP ALL RE5AR A MIN OF 48 BAR DIAMETERS ® T` PICAL REINFORCEMENT DETAILS 1/2" = 1'-0" SEE FRAMING DETAILS ON 832 FOR STRUCTURAL REQURRMENTS • DIAPHRAGM u O • 4 COAT. • TOP OF WALL Y 3x6 P.T. SILL 4" CONC. SLOB wi THICKENED EDGE = 04.10"0.0. NOR -- -74 (2) •4 CONT. —' ILO (3) FOUND. STEMWALL • GARAGE SLAP In3w/ DIAPHRAC,IM INSIDE 3/4" = I'-m" •4 REEAR PER PLAN A9. w/ 2'x21k3,16" PLATE WASHER (1" MIN. EMBED) VEL • 1 "4 • 16" o.c. VERT. w. ALT. H00K N FTG. TIED N PLACE • TIME OF FTG. INSPECTION • STUD POST PER PLAN - PHD WOLDDOWU PER PLAN - SOLE PLATE 3x TREATED SILL PLATE ♦ - ANCHOR PER PLAN - SSTE OR 813 OR ALL -THREAD CONCRETE STEMUTAI L � FRAMIN4 HARDWARE TO SE INSTALLED PER MANUF. REOMNTS Pl-ID I-IOLDDOWN • ExT• FoaTIN4 SHEARWALL AT GARAGE SLAB PLYLL0OD 3/4" T4G PLY SUBFL 11/2" = I'-0" f SHEAR WALL ABOVE DBL L5L BLK'G t DEL TOP PLATE }." 0513 PLYWD • SHEARWALL ONLY 3x& TR SILL PLATE JOIST PER PLAN LAP A 1IN. of 3' • SUPPORT cJI - 2x6 CRIB STUDS • 16" o.c. (MIN. LENGTH 14") A$. to/ 31x3•xl/4' PLATE WASHER (1• MIN, EMBED) (3) =4 REBAR CONT. 3 PER PLAN 2x6 CR I WALL oN CONT. SPREAD PTO. QQk y JOISTS PERP- TO WALL - f3R4 WALL AEOVE 3/411 • I1-0" ANCHOR 8 I/2"— OUTSIDE FACE OF CONC. WALL ANCHOR SHEAR WALL ABOVE INSIDE FACE OF CONC. WALL OUTStOG CORNlafa D19-0362 OUTSIDE FACE OF CONC. WALL INSIDE FACE OF CONC. WAL r SEE FRAMING DETAILS ON 532 FOR STRUCTURAL REQUIRMENTS DIAPNRACIM 3=10 p.T. SILL (SLIPPED TO eft) OF WALL -74 AB. w/ 31x.35c1/411 PCATE WASHER ou 1111 1111 6141 se • HOOK N FTG. TIED IN PLAGE • TIME OF FIG. oz. H01011 as TYPICAL w/ DIAPHRAGM INSIDE OF WALL 3/411 • 11-01 STUD POST PER PLAN PLAN SOLE PLATE — COUPLER pLooR FRAMING PER PLAN ANCHOR PER PLAN - SSTS OR 513 OR ALL -THREAD - 3x SILL PLATE CONCRETE STEMUJALL Salt ALL FRAMING HARDWARE To SE INSTALLED pER MANUF. REOMNTS SI4EARWALL AT FLOOR DIApHsair-Fm WALL SHEATHING SOLE PLATE NAILG EDGE NAIL1G FNIsHED GRADE STUD FRAMING PER PLAN SOLE PLATE 3x PT SILL PLATE ANCHOR BOLT w/ PLATE WASI-IER CONC. SLAB CONCRETE S MWALL Ci) SHEARUJALL TO STEMUJALL OUTSIDE FACE OF CONC. WALL INSIDE FACE OF CONC. WALL Tam INITSMITIOOTION LU,41-1- OPENING,' ANCHOR ANCHoR INSIDE CORNER-, hfra STUD FRAMING ABOVE SHOWN DOTTED LINES 7,,o,,Est ALL -THREAD ANCHOR FLACEMENT e yrnic,41. LocATiorsas OUTSIDE FADE op CONC. WALL INSIDE FACE OF CONC. WALL RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER re • ca cNi co • STRUCTURAL DETAILS 0 3/4 to ce 15319 65TH AVE S, TUKWILA WA Revisions ith 2/21/2019 Drown Dote Sheet S3.1 Jcb CT URA WA• IL TNIN4 --_` SOLE PLATE NAILING PER AAB• OVE FOR SHEAR WALL `____ EDGE NAIL'G PER SCHEDULE �� FOR SHEAR WALL ABOVE BOUNDARY NAIL'G — (2) ROWS 16d NAILS SPACED TO MATCH EDGE NAIL'G FOR WALL ASV. STRUCTURAL FILLER PANEL DBL. 2x RM BOARD PER PLAN 10d()2x2 Ws/NAILS • 2' O/C-TYP AT ALL SILL PLATES USE STAINLESS STEEL NAILS INLESS WOOD TREATMENT CALLS FOR OTHER CORROSION REQUIREMENTS FINISHED GRADE TI1==1IIIkffI gIIIIMIIII� STUD FRAMING PER PLAN SOLE PLATE FIELD NAIL'G (FLOOR DIAPHRAGM) PLYWD DIAPHRAGM PER PLAN WALL SHEATHING SOLE PLATE NAIL PER SCHED. FOR SHEAR WALL ABOVE EDGE NAIL'4 PER SCHEDULE FOR SHEAR WALL ABOVE FLOOR BOUNDARY NAIL'4— (2) ROWS 16d NAILS SPACED To MATCH EDGE NAIL'G FOR WALL ADV. (2) 12d(.13tx3 I/4")STRUCTURAL FILLER PANEL NAIL INTO EA. FLANGE OF TJI JOIST 2x RM BOARD - FLOOR JOIST • l6' O/C PER PLAN OR PER PLAN a12x2 1R6) NAILS • 2' O/C-TYP A-35 FRAMING ANCHOR AT ALL SILL PLATES USE STAINLESS STEEL NAILS -- PER IUALL A�VE AR WALL sa4EIUALLDULE UNLESS WOOD TREATMENT CALLS FOR FOR WEAROTHER CORROSION REQUIREMENTS 3x SILL PLATE FINISHED GRADE 1 ANCHbR BOLT w/1/4'%c35x3" PLATE WASHER CONCRETE STEMWALL cc'? D I ApWQA4M a EXTERIOR STEMWALL FLOOR JOISTS PERPENDICULAR To WALL HORIZONTAL DIAPHRAM BOUNDARY NAILING EDGE NAIL'% - • JOINT FLOOR JOIST PER PLAN TJI DLKG. • 48" O/C UNLESS NOTED OTHERWISE ON PLAN. DLK4 MAY BE OFFSET FOR EASE OF NA EPGE NAIL'G PER SCHEDULE �R SHEAR WALL BELOW STANDARD JOIST LAYOUT SPACING PLYWOOD DIAPHRAM zr- JOINT - DBL. "I" JOIST • SHEAR WALL TIP. UNLESS NOTED OTHERWISE ON FRAMING PLANS 11/2" • 1'-0" FIELD VERIFY FIELD NAILG I-IORIZ. DIAPURAM BOUNDARY NAIL'G FLOOR JOIST PER PLAN TOP PLATE NAILING PER SCHED. FOR BE SHEAR AWM 15 LLgUSEDOW PROVIDE MPAI CLIP TOP PLATES WALL SHEATHING e DIApi-IRA4M a INT. SNEARWALL PELOW 1 \ S3 FLOOR JOISTS PARALLEL To WALL WALL SHEATHING SOLE PLATE NAIL'G EDGE NAIL'4 BOUNDARY NAIL'G 3x6 SILL PLATE - FINISHED GRADE -•..N) -II -IIII-IIII— r STUD FRAMING PER PLAN SOLE PLATE pNHEW CONCRE STANDARD JOIST LAYOUT I SPACING PER FLAN T w/ 4ER E STEMWALL 11/2" • 11-0" FIELD NAILG PLYWD DIAPHRAG1 PER PLAN FLOOR JOIST PER PLAN 8I 11 DIAQN,?A4M a EXTERIOR STEMWALL m �3 FLOOR JOISTS PARALLELTO WALL • WALL SHEATHING - SOLE PLATE NAIL'4 DEL 13," L9L BLK'G UNDER WALL ABOVE 1 1/2" • 1'-0" STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPNRACj'1 PER PLAN FIELD NAIL% DIApHRActm e INT. SWEARWALL ApovE 3 FLOOR JOISTS PERPENDICULAR TO WALL 1 I/2" • I'-m" I -II �I IIII I I STUD FRAMING PER PLAN SOLE PLATE (2) Sd(.131x 2 tag) NAILS INTO EA. BLOCK PLYLLO DIAPHRAGM PER PLAN - FIELD NAIL'% `2x BLOCKW fR rliAN x• • • • • STANDARD JOIST LAYOUT PFR PI AN WALL SHEATHING --- SOLEH-) PLATE NAILING PER ABOVE EDGE FOR SHEAR WALL EDGE NAIL'G PER SCHEDULE FOR SHEAR WALL ABOVE FLOOR BOUNDARY NAILING (1)I2d(.131x 3 1/4') NAIL INTO EACH (I) 12d(.148x 3 I/4' FLALKANGE OF TJI TOP AND BOT Oh £ 0? TJI JST D FLOOR JOIST IF PLYWD. JOINT IS LOCATED WTNN THE PER PLAN REI JOIST; NAIL PLYUD TO RM JST UY Ed NAILS PER THE LNG SH WALL ABV.EDORGE BELONAIWIUMICHEVERPACINGFOR WAS STHEEAR CLOSEST NAIL SPACING. FRAMING ANCHORS, A351PT4 OR SIMILAR ARE NOT RED WHERE TJI48" DLKGOC PLYWD. IS LAPPEDSE)LSL OVER RM JOIST. • I E4" RIMBOARD -35 FRAMING ANCHOR PER PLAN PER SHEAR UWLL SCHEDULE (U 12d(.148x 3 V4" FOR SHEAR WALL ABOVE INTO EACH FLANGE OF TJI JST TOP AND BOTTOM (TYP.) 3x6 Tit SILL PLATE ANCHOR BOLT w/1/4'x3'x3' PLATE WASHER RETE STEMWALL DIApi-4R,4 M to ExTaloR STWIwALL FLOOR JOISTS PARALLEL TO WALL NOTE; USE ONLY DEL LSL BLKG AT HOLDDOLNS WALL SHEATHING SOLE PLATE NAIL'G EDGE NAIL'G PER SCHEDULE FOR SHEAR WALL ABOVE HORIZONTAL DIAPHRAM BOUNDARY NAILING EDGE NAILG • JOINT FLOOR JOIST PER PLAN DEL. 110 SERIES "1' JOIST • SHEAR WALL TYP. UNLESS NOTED OTHERWISE ON FRAMING PLANS TJI BLKG. • 48' O/C WN FLAN. OLK4 MAY BC OA . E OFFSE OFFSET FOR EASE OF NAILING EDGE NAILG PER SCHEDULE - FOR SHEAR WALL BELOW PER PLAN STANDARD JOIST LAYOUT SPACNG-VARIES$EE PLAN PLYWOOD DIAPWRAIM JONT 11/2" • I'-0" STUD &RAPING PER PLAN SOLE PLATE FIELD NAIL'4 HORIZ. DIApl4RAM BOUNDARY NAILG FLOOR JOIST PER PLAN TOP PLATE NAILING PER SCHED. FOR IF SEAMWALL 8 USED PROVIDE MPAI PER SW ABOVE TOP PLATES WALL SHEATHING .) a1 D I A. a INT. sl-IEARWLL AApv.A ML. m N STUD FRAMING PER PLAN PPLLYUD DDIAPHRAGM RFLOOR JOIST PER PLAN I0d • 4" OC INTO TOP 4 EOT- OF JST. IHORIZ. DIAPHRAM BOUNDARY NAILING TOP PLAT NAIL PER SCHED F WALL BELOW 321 MAX 1 1/2" • l'-m" EDGE NAIL'G PER SCHEDUL FOR SHEAR WALL BELOW J STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN FIELD NAIL'4 -EDGE NAILING ER SCHED FOR S#IEAR WALL ABV FROM LSL DUG INTO RM JST. 1 3/4' (155E) LSL BLKA BET. FLR JSTSETYP) 1" MIN. FLOOR JOIST EDGE DIST.7 PER PLAN (2) 1244031x 3 V4" FROM JST EOT. FLANGE INTO (®r-PEATE-sEtot -- SCT EDPULLE FOR SNAILMEAR URIALL 1BIASLTHEOCLOSEST NAIL SPACING TOP PLATES�N� WALL SIHEATHOVER RIM DE LAPPED OVE T. OR FRAMING ANCHOR SHA 3 DIAPI-IRAGFM • ExTERIoR A RWALL FLOOR JOISTS PERPENDICULAR TO WALL 1 1R" • 11-0" WALL SHEATHING SOLE PLATE NAIL'G EDGE NAIL'G '\ BLOCKED EDGE NAIL'4 DBL 13/4' LSL OR 3 1/2' LSL BLKG. EDGE NAIL'4 STUD FRAMING PER PLAN SOLE PLATE PLYWD DIAPHRAGM / PER PLAN - FIELD NAILG FLOOR JOIST PER PLAN FRAMING CLIP APPLIED PER SHEARWALL BELOW TOP PLATES STUD FRAMING PER PLAN M1 WALL SHEATHING e D IA40I-4RAGIM • INTERIOR sWEARwALL FLOOR JOISTS PERPENDICULAR To WALL 1 1/2" 1'-0" WALL SHEATHING METAL STRAP PER PLAN WRAP AROUND DBL. BLK SOLE PLATE NAIL'G PER ' T44 PLYWOOD SOH. FOR SHEAR WALL ABOVE EDGE HAIL'G PER SOW. FOR SHEAR WALL ABOVE HORIZ. DIAPHRAM BOUNDARY NAILING PER SCHEDULE CONT. RIM JST 4 IN -KG. OR BEAM. SEE FRAMING PLAN (2) ROWS 16d NAILS. SPACING SHALL DE SAME AS SHEAR WALL EDGE NAILING BELOW. NON STRUCTURAL PLYWD FILLER BLOCKED EDGE NAILING TOP 4 DOT. oea SHEATHING EDGE NAIL PER SOH. FOR SHEAR WALL BELOW TOP PLATE NAILIN4 PER SHED. FOR WALL BELOW bark SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR REQUIREMENTS SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'4 REQUIREMENTS HORIZONTAL DIAPHRAM ADD 2x VARIES- SEE PLAN IBL*VATICN 2x4 FLAT BLOCK k" 058 9" D A MAX. MECH. PENETRATION IN FULL SIZE PANEL SIDS vISW DIAPI-ij AGFM • ovERNANq sI'IEARWALL 13 PRE-PA13'BLOCKING, pANEL A JOISTS PERPENDICULAR TO SNEARWALL 3/411 • 11-0" TOP PLATE TOP PLATE cD to N 1- 1- I- N 0_ILd �t SEAM / BUILT-UP POST (2)-10d NAILS - TOP PLATE TO TOP OF BEAM TOP PLATE TOP FL STANDARD STUD LAYOUT SPACING PER PLAN 3: AT SWEAR OR DEARING WALL LOCATION D19-0362 h" PLYWD SUBFLOOR - 1-16 HURRICANE STRAP • EA. SIDE OF DRAM (BEND AND FASTEN UNDErliii PLATE) BUILT-UP POST (2)-2x6 • 3V WIDE BEAM(3)-2x6• DJ' WIDE BEAM , (It" 'BEAM FRAMINGr DETAIL a'BEAM TO WALL ASSY 3 TOP OF SEAM FLUSH w/ Top OF JOIST -SEAM I3EARINC4 ON TOP OF PLATE I I/2" • I' -en Cs= I I/2" • 11-0" 1-SL RIM M p ARD PER PLAN -1% DBL. TOP PLATE FLUSH BEAM PER PLAN TAP BUILT-UP POST Pl (2)-2x6 • 3J(' WIDE BEAM\A (3)-2x6 • 5.' WIDE BEAM ISOMETRIC WALL SHEATHING ---_ ,. SOLE PLATE NAIL'4 PER SCHED. FOR SHEAR WALL ABOVE EDGE NAIL'4 PER SCHEDULE FOR SHEAR WALL ABOVE (1) 12d(.148x 3 I/4" INTO EACH FLANGE OF TJI JST TOP AND SOT. FLANGES (TYP)-- IF pLYUD. JOINT IS LOCATED WTNN RM JOIST: NAIL PLYUD TO RM JST UY Vd NAILS pER THE EDGE NAILING SPACING FOR SHEAR WALL ABV. OR BELL U UL11O-EVER HAS TIE CLOSEST NIL SPACING. FRAMING ANCHORS; 4351P14 OR SIMILAR ARE NOT RE1 WERE PLAID. IS LAPPED OVER RM JOIST. 1 3/4' (155E)L0L RIM BOARD PER PLAN (I) 124(.148x 3 1/4" INTO EACH FLANGE OF TJI JST TOP AND 130T. FLANGES (TYP) EDGE NAIL'4 PER SCHEDULE FOR SHEAR WALL BELOW TOP PLATES WALL SHEATHING SHALL BE LAPPED OVER RM JOIST OR FRAMING ANCHOR IS REQ. STUD FRAMING PER PLAN SOLE PLATE (2) Sd INTO TOP FLANGE OF BLKG /PLYWD DIAPHRAGM PER PLAN -- FIELD NAILG NAIL! P WALL ABV.,FROM T3/4' (A55E) LSL FLIz.JSTS.(TYP) • ,�EDCaE may. HED FOR SHEAR LK4 INTO RIM JST. KA SET. TJI SLI(4 •48' AL PER PR AN JOIST (I)Dd(.131x3 I/4') NAIL INTO EA. FLANGE of TJI BLKG (TYP) 2) Lid .131x 3 I/4' FROM JST =".T. FLANGE INTO TOP - ATE BELOW. ATE NAILNG PER E FOR SHEAR WALL E cLosEsT NAIL SPACING STANDARD JOIST LAYOUT PER PLAN "acii; DIAilti-IRAGpM • ExTERIoR SISARWALL el FLOOR JOISTS PARALLEL TO WALL 1 1/211 • 11-0" umiu. SHEATHING SOLE PLATE NA1Lt, EDGE NAILIG EDGE NAIL% • JOINT FLOOR JOIST PER PLAN AT SHEARWALL LSL JST 131.KG PER PLAN EDGE NAIL% STANDARD JOIST LAY STUD FRAmEr% SOLE PLATE PER FLAN PER PLAN FLooR JOISTS PARALLEL TO WALL 3/4" To0 PLYWOOD HORIZONTAL DIAPHRAM NOWEES -SEE ELEVATION PLYWD DiApwRAGIN PER pLAN UNLEsS NOTE OTHERWISE ON FRAmING FL EDGE NALG PER SHEARWALL SCHED. -HORIZONTAL DIAPWRAM 13CUNDARY NAILING FIELD NAILG FLOOR JOIST PER PLAN TOP PLATE NAILING PER SCI-IED. FOR SHEAR WALL EsEloul TOP PLATES TOP PLATE NAILING PER SHEAR WALL SCHEDULE WALL 51-1EATI-111,Q /5) DIArzi-IRAGFM * NT. swEARwALL ileLow WALL SHEATI-IIN4 soLE PLATE NAILG EDGE NAILG 3xim air TO FIT SHOuN, TREAT ALL CUT sURFACS - BLOCKED EDGE FINISHED GRADE ER SHEARWALL DELCO FLOOR JOIST PER PLAN TOP PLATES WALL SHEATHING 2x4 FLAT BLOCK pt-NETRATioN IN FILL SIZE 10ANEL SIDE VIEW LoNG CENTERED ON SEAM WHERE TOP PLATE NEEDS To SE INTERRUpTED 3/4" PLYWD SUBFLOOR (2)-I0d NAILS - TOP PLATE TO TOP PLATE TOP PLATE TOP PLATS TOP PLATE Ln STANDARD STUD LAYOUT SPACING PER PLAN 0.1 tO ELT STUD FRAMING PER PLAN SoLE PLATE FIELD NAIL G PLYWD DIAPHRAGM PER FLAN FLoon JOIST PER FLAN ANCHOR F3OLT tar PLATE UJASHER CONCRETE STEMWALL pLooR JOISTS FERFENDIcULAR TO WALL soLE PLATE NAILG WALL SHEATHING EDGE NAIL% PER SCHED111-- FOR SHEAR WALL ABOVE MAY BE REQUIRED SEE FRAMING PLAN PER FLAN DBL. 110 SERIES "I' JOIST • SHEAR WALL i Tyr. UNLESS NOTED °THE ISE ON FRAMING PLANS ED OTHERWISE cN FLAN 2x4 BRACE EACH JOIST AT HOLDDOU.N8 sTUD FRAYING PER FLAN sOLE PLATE FER PLAN DIAPHRAM BOUNDARY NAIL% A I PER PLAN ill FOR BALANCE OF SEE FRAmN4 PLAN FLOCS JOISTS FARALLEL TO WALL Lo• NG CENTERED ON E3EAM UNERE TOP PLATE NEEDS To SE NTERRUFTED (NOTcH TOP OF 13EAM FOR TOP To• p PLATE> KING STUD TO BEAI1 EA. SIDE BUILD UP POST (2) LAYER PLYWD 13LK14 pLYWOOD • Si? WIDE BM. 2x6 KING STUD • EA SIDE Op EEAri cis) EAM FRAMIN DETAIL 6 SEAM TO WALL ASSt ▪ LsL PLAN DisL. Top P LATE BEAM pER PLAN ( NOTCH TOP Of BEAM FOR TOP PLY PLATE) !WILD UP POST OM BEARING ISONIETR IC 12/V WO • -J re oo LLI 0 0 3/4 0 It 15319 65TH AVE S, TUKWILA WA RECERSic fry OF TUKWILA NOV 1 3 2019 IERMIT CENTER /04 Ili Revisons IAA rote Sheet S3.2 ..„4„ -t DIN_ STUD FLOOR D IAPHRAGM` (4) 12d DBL STUD WALL SHEATHING PER SCHEDULE • SOLE PLATE IL6TRAP PER PLAN FLOOR JOIST PER PLAN 2) Ili' LSL BLK14 • I-IOLDDOEN TOP PLATES WALL SHEATMIN4 PER SCHEDULE O ° 0 COILSTRAP PER PLAN SOLE PLATE • _4\ \ / I I • • I• • SyEARWALL BLK PER SCHEDUL • EJ IQBL -Y fSL BLOCKING TOP PLATE TOP PLATE 0 0 0 . • . ° ° 0 STANDARD JOIST LAYouT SPACING BHEUSEE PL PGR PLAN ALL FRAMING HARDWARE TO BE INSTALLED PER MANJF. REQMNTS CLEAR SPAN • II l/8" I -JOISTS EQUALS 11-5 VS" CLEAR SPAN • 14" I -JOISTS EQUALS II-1 1/4" ELE VAT I ON 3" COILSTRAP + INTERIOR SWEAR WALL SHEARWALL PERPENDICULAR TO FLOOR JOISTS (LSL ISLOCKIN4) DBL STUD s E t [ t SOLE PLATE FLOOR DIAPHRAGM —, FLOOR JOIST MPAI FRAI`11N4 1?N._..... • 8 LocAAT Les WALL SHEATHING PER SCHEDULE FLOOR DIAPHRAGM J COILSTRAP PER PLAN WEB (STIFFENER • EACH IN4 JOIST DBL LSL BLOCKING ha. ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REQMNTS WEB STIFFENS I MPAI FRAMING ANCHOR • a LOCATION5 3" CCU -STRAP • INTERIOR WALL TO DIAPHRAGM SWEARWALL PERPENDICULAR To FLooR JOISTS I 1/2" = II_0" COILS PLAN SOLE PLATE STANDARD JOIST LAYOUT SPACING ELEVATION DBL STUD FLOOR DIAPHRAGM WALL BHEATHNG PER SCHEDULE SOLE PLATE Tit 2R011L°S 12d COMMON NAIILS SPACE PER 54-IEARWALL NAILIG ABOVE DBL STUD STANPARP JOIST LAYOUT SPACING ILSTRAP ER PLAN FL rt JST PER AN — DoL 110 LSL T'8 TOP PLATES r SUL ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. RECS NTS CLEAR SPAN • II -118" I -JOISTS EQUALS 1'-5 I/8" CLEAR SPAN • 14" I -JOISTS EQUALS 1'-1 1/4" 4 a 3`I COILSTRAP ® INTERIOR SHEAR WALL DOUBLE STUD LOOR DIAPH Ih" LSL TRR 1'y" LS ELEVATION SNEARWALL PARALLEL To FLOOR JOISTS (DOUDLE LSL JOISTS UNDER SHEAR WALL) 1 1/21 • 11-0" ALL E PLAN \` SHEARWALL N x 0LKY• PER / S\CEEDULE WEB STIFFENER DBL BLOCKING • COILST PER PLAIN I I/2" • II-01 DBL STUD SOLE PLATE FLOOR DIAPHRAGM FLOOR JOIST STANDARD JOIST LAYOUT SPACING 0 WALL 84-EATHING PER SCHEDULE FLOOR DIAPHRACtI COILSTRAP PER PLAN DBL LSL JOIST PPR PLAN i 2 HT'1 JOIST DOUBLE STUD ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REQNNTB 33"COILST{Z,4P ® INTERIOR WALL TO DIAPHRAGM \397/ SNEARWALL PARALLEL TO FLOOR JOISTS WALL SHEATHING SOLE PLATE COILSTRAP PER PLAN FLOOR JOIST PER PLAN TOP PLATES IUALL S6EATHING ALL FRAMNC WARM/ARE TO BE INSTALLED PER MANUF. REQMNTS CLEAR SPAN • 11 l/8" I -JOISTS EQUALS 1'-5 I/8" CLEAR SPAN • 14" I -JOISTS EQUALS 1'-1 1/4" 3" COILSTRAP • EXTERIOR SWEAR WALL SNEARWALL PERPENDICULAR TO FLOOR JOISTS 0 ELEVATION 1 1/2' • II- 0" D19-0362 I_MV,4TION I 1 CCL t • . 20Th t EUILDi:, RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 12/ 2/ 2048 I —J 'O V V w 0 W co M Z co W >< CCV O COCV co U7 ) -1- V STRUCTURAL DETAILS a 15319 65TH AVE S, TUKWILA WA ,Revisio-s Aar, CCRREC 2/21/2019 ` ICNS 41 Drawn O,.tkatl IAA I Data DECEMBER 3 2018 Sheet S3.3 Job ROOF DIAPHRAGM BOUNDARY NAIL' PER PLAN FILLER PANE EDGE NAIL WALL SHEATHING STUD FRAMING PER PLAN NON STRUCTURAL - PANEL EAVE 41erskIER SINGIHEAANCRWAWITECHEDULE FOR SHEA LL BELOW 12 l MANUFACTURED ROOF TRUSS PER PLAN HURRICANE CLIP • EA TRUSS @,N SI-IEARWALL • ROOF Twee Abby SROOF TRUSS PERPENDICULAR TO WALL 1 1/2" • II-O" ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE BOUNDARY HAIL'G • 3 TRUS•mS if _aggisi MANUF•• TRUSSE- 2x4 ELK' • I is. of • • -•i I RED -.• • TO PLAT OR PER DULE - EDGE WALL NAIL' • SHEARWALL SHEATHING ►� i ` STUD FRAMING FRAMING SHEARWALL RooF DIAPHRAGM EDGE NAIL' • ROOF DIAPHRAGM 2x4 BLOCKN4 NON STRUCTURAL PANEL • EA NON STRUCT FIL EDGE NAIL' • SHEARWALL WALL SHEATHING MANUFACTURED ROOF TRUSS PER PLAN ROOF TO PLATE FRAMING =`��SA� ANCHOR PER SHEARWALL ars i�-I I1M SIMP° J H-I 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 NSTALLED PER MANUFACTURER'S REQUIREMENTS 5I-1EARWALL a RooF TRuse aser ROOF TRUSS PERPENDICULAR TO WALL 11/2" = CONTINUOUS 2x PLATE (2x12 MAX.) TOP PLATE NAIL'G EDGSHE E IARWALL WALL SHEATHING 7 ROOF SHEATHING NAILED PER ROOF DIAPHRGGd l SCHEDULE TOP PLATE NAILING R SHEARWALL SCHEDULE EDGE NAIL' SAME AS SHEARWALL BELOW (USE sd SHORTNAILS) MANUFACTURED ROOF TRUSSES WALL SHEATHING TO MATCH SHEARWALL BELOW EDGE NAIL' SAME AS SHEARWALL BELOW (USE Sd SHORTNAILS) TOP PLATE NAIL' STUD FRAMING PER PLAN `/, b� SHEARWALL To muse cow acyioN a© SW ARWALL S oFFSST TRuss N %3 7 TRL55 FRAMING PARALLEL TO SHEARWALL 3/4" • I'-m" 3' TRUSS FRAMINCT PARALLEL TO SHEARWALL ROOF DIAPHRAGM I0 EDGE NAIL' ROOF DIAPHRAGM NON STRUCTURAL 1 PANEL•E VE- 7 2x6 BLOCKING ', EDGE NAIL' • SHEARWALL WALL SHEATHING 2x12 RAFTER • 24" oc ARWALL Ix CLEAT 2x4 FURRING HURRICANE CLIP • EA. RAFTER (2) 2x4 FOR 3? CROWN MOLDING (TOP OF 2x4 a TO ALIGN w/ DOUBLE TOP PLATE) 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 SE INSTALLED PER MANUFACTURER'S REQUIREMENTS 3. SHEA UJALL • RAFTER Aber RAFTER PERPENDICULAR TO WALL I I/2" • I'-0" BOUNDARY NAIL' • RooF DIAPHRAGM- \ EXISTING 2x STUDS • 16" oL. (VERIFY) ROOF DIAPNRtC#1 -\ 10 ROOF DIAPHRAGM 1 1 TOP PLATE NAIL' EDGE NAIL' SAME AS SHEARWALL BELOW NAIL TO EACH EACH STUD W/ (4)16d NAILS EDGE NAIL' AS SHEA 13EL 2x12 LEDGER WALL SHEATHING LOWER ROOF To UPPER WALL I 11/2" I'-0" EDGE NAIL' • SHEARWALL WALL SHEATHING SECTION 3/4" • 1'-0" SHEARWALL BELOW CBLK'G TO SHEARWALL NOT SHOWN) TRIMS BLK'G PANEL WALL SHEATHING TO MATCH SHEARWALL BELOW EDGE NAIL' SAME AS SHEARWALL BELOW MPAI FRAMING ANCHOR TOP OF TRUSS TO TOP OF BLK'4 PANEL EA.\SIDE TRUSS BLOCKING PANEL EDGE NAIL'G AS SHEARWALL BE WALL SHEATH1144 TO MATCH SHEARWALL BELOW TOP PLATE NAIL' 2x BLOCKING PLATE NAIL' DLK'G TO PLATE 2x BLK'G BEYOND STUD FRAMING PER PLAN -- SESHEARWALL SCHEDULE FOR SPECIFIC NAIL' REQUIREMENTS 6188E ROOF 0IAPIJR.A4M SCHEDULE FOR NAIL' REQUIREMENTS 11 SHEA{�WALL ® RooF TRUSS AseEMSLY 0 39) ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY IL' ROOF DIAPHRAGM RoOF DIAPHRAGM BOUNDARY NAIL' GIRDER TRUSS VALLEY TRUSS MANUFACTURED ROOF TRUSS PER PLAN 2x SOLID BLOCKING w/ (2)-16d • 12" oz. ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY NAIL' 2x4 NAIL'R w/ *d•6" 04. 2x4 FLAT ALIC' • PANEL EDGES ROOF DIAPHRAGM BOUNDARY NAILING EDGE NAIL'G • SHEARWALL WALL SHEATHING - 3/ ¥ wl. STUD WALL PER PLAN GIRDER TRUSS N MANUFACTURED ROOF TRLa4 PER PLAN 2x SOLID BLOCKING w/ (2)-161• 12" o.c. ROOF DIAPHRAGM BOUNDARY NAIL'G DIAPHRAGM SHEATHING 1 om, 2 \ TRUSS TO G4IRDER CONNECTION �y� :4IEARUJALL * RooF reuse mayc3 ®RooF ovERFRAME I I/2" • I'-m" 3 GIRDER TRUSS PARALLEL To SHEAR WALL to ROOF TRUSS 2x4 NAIL'R FULL LENGTH OF 51-IEARWALL TOP PLATE NAIL'G FOR SHEARWALL BELOW PLYWD EDGE NAIL' PER SHEARWALL SCHEDULE INSET DISTAL BOUNDARY NAIL' EDGE :IL SHEARWALL WALL SHEATHING PER PLAN - ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE BOUNDARY NAIL' Ji PL TOP PLATE NAIL'G STUD FRAMING PER PLAN MANUFACTURED ROOF MANUFACTURED ROOF TRUSS PER PLAN TRUSSES K • PLYWD JOINTS NAIL'R • EA. SIDE SHEARWALL • oP~EN muse 0A1- V m 3• TRUES FRAMING PARALLEL TO SHEARWALL N ROOF DIAPHRAGM TOP PLATE NAIL' BLOCKING PANEL (2x) - DESIGNED BY TRUSS MANUFACTURER PLYWOOD SHEAR PANEL APPLIED OVER FIELD BUILT 2x INFILLS - SEE B-B FORR HT. 6'-6" OR GREATER A. ELEVATION SHEATHING NOT SHOWN FOR CLARITY EDGE NAIL' PER SHEARWALL SCHEDULE TRUSS FRAMING PERPENDICULAR TO WALL 3/41 • I'-0" 2x BLOCKING ROOF DIAPHRAGM EDGE BOUNDARY NAILING ROOF SHEATHING 2x CONT. SHAPED BLKG. w/ (2)-16d • 3" ot. 1601 • 3" o.c. • I'-0" - RAFTERS PER PLAN ` SHEATHING LOWER ROOF L. tirmi ROOF SHEATHING, OVERLAF e RooF ovERFRAME to ROOF TO PLATE FRAMING ANCHOR PER SHEAP"IAI 1 SCHEDULE - ROOF BOUNDRY NAILING — FULL VENTED 13LICN4 -- W/ SCREEN 2x4 BLOCKING W/SCREEN NON STRUCTURAL PANEL • EAVE ?J� NON STRUCTURAL FILLER EDGE NAIL' • SHEARWALL WALL SHEATHING � SEEESHEARWALL SCHEDULE FOR SPECIFIC NAIL' AND FRAMING ANCHOR REQUIREMENTS SEE ROOF AND FLOOR DIAPHRAGM SCHEDULES FOR SPECIFIC NAIL' REQUIREMENTS ALL FRAMING HARDWARE TO DE INSTALLED PER MANUFACTURERS REQUIREMENTS ID UI 3/4" I'-0" 0 STUD FRAMNG PER PLAN ROOF TRLL`L"FS OR RAFTRS • 24" o/C PER PLAN -� SEE PLAN 12 FOR SLOPE OP PLATE NAILING PER SHEAR WALL SCHEDULE (CANE CLIP EVERY OTHER TOP PLATES ROOF DIAPHIRAGM BOUNDARY NAIL' 2x4 BLK'G BETWEEN TRUSSES 16d NAILS • 6" ot.-1 2x6 BEVEL CUT LEDGER 16d NAILS • 6" oc. EDGE NAIL'G PER SHEARWALL SCHEDULE DOUNIDARY NAIL' • - FLooR DIAPHRAGM LSL RIM BOARD UNLESS NOTED OTHERWISE oN PLAN FLOOR�-.��-,�DIAPI-TRAM EDGE NAIL' PER BOUNDRY NAILING SHEARWALL PLAN FOR SCHEDULE SCHEDULE 2x4 BLK'G • 16"0/C BTWN TRUSSES 10d NAIL • 4" OC PLYWD TO DLKG. (TYP) MAX TOP PLATE NAILING PER SHEAR WALL SCHED. FOR SHEAR WALL BELOW Si-IEARWALL * LOWSR RooF To UPPER WALL SHIEARUALL PERPENDICULAR TO ROOF FRAMING I I/2" = ILO" 1/16 OSB-�/ PLYWOOD TRUSS HANGER TO DE PROVIDED BY TRUSS MANUFACTURER SECTION K'G 1 E• 46" OZ. AT 45• MIN MAK 2x4 I i L SECTION -vI S-IEARWALL • 4AIDLE END WALL • TRUSS FRAMiNca PARALLEL 3/4' • I'-m' FIELD NAIL ROOF DIApW. TO 2x6 SLK'G 2x6 BLK'G NAIL W/ (2) 16d NAIL 2x4 FLAT TO BOT. CHORD op END TRUSS AND 16d NAILS • 6" OZ. TO NAIL 2x4 ON EDGE TO 2x4 FLAT FOR THE FULL LENGTH 2x4 CUTLOOKERS O 24" c.c. WALL SHEATHING TO MATCH WALL BELQIU EDGE NAILING STUD FRAMING PER PLAN WALL SHEATHING 2x4 BLK'4 BETWEEN STUDS 2x6 BLK'G BETILEEN STUDS STUD FRAMING WALL PER PLAN SOLE PLATE PLYWD DIAPHRAGM PER PLAN - IELD NAIL' LSL RIM BLKt$ UN.O. CN PLAN ' JOIST BLOCKING PANEL PER PLAN PER PLAN BLOCKED EDGE NAIL' \- FLOOR JOIST PER PLAN D19-0362 11/2" • I'-m' 1 1 AUt;19 ZL 2a RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 12/2/ 206 • 0 cn co Z co co co HI 0- Z in cp • 0 3/4 0 11) 15319 65TH AVE S, TUKWILA WA IS Revisions th- Drawn Data Sheet S3.4. 4" DIA. PERFORATED PVC FOOTING DRAIN LINE TOP: 121.50' 150T: 111.50' 22 TOP: 120.50' 130T: 116.50' DOWNSPOUT W/ GLEAN OUT (TYP.) r m n TOP: 120.50' (L BOT: 116.50' 20'-6" TOp: 112.50' 130T: 112.00' OV A. �r EXISTING SEWER STUB OUT. PROVIDE NEW SANITARY 51DE SEWER CONNECTION PER DETAILS S5-02 55-03 ON SHEET 1.5 BOT: 11 SS L55 10' SEWER ESMT O A.F. #5683680 RETAINING WALL PER DETAIL 1/C1.2 (TYP) OCO PROPOSED RESIDENCE MAIN=112.61' BSMT= IO2.33' (STING FI HYD" . NT ASPHAL 48 LF 4"DIA SOLID PVC ® 2% SLOPE 4" DIA. SOLID PVC' ROOF DRAIN LINE N 88° 5'3q" IN 10q.15' 8 LF 4" 5 ' R-35 2% SLOPE O LF 4" SOL LOPE F RAIN T —SS 7— 55 57 3 LF 4" PVC 2% SLOP 11114,41 ? ISLF 6" P ® 2% SLOPE PED "LS 8,3604" EXISTING WATER METER SOX FOR LOT 4. INSTALL WATER SERVICE d FIRE LINE PER DETAIL INS -IQ OR WS-20 ON SHEET GI.3 DRRA I NAGS CONTROL FLAN SCALE : I" = 10-0" 0 SSMH RIM=90.39 IE 10" RCP(N)=83.43 IE 10" RCP(W)=83.43 IE 10" RCP(S)=83.43 IE 8" RCP(E)=83.43 1 20 40 80 1 NEW CATCH BASIN "2 TYPE 1 CB RIM = 101.00' IE (BIM OF CATCH BASIN). 96.00' IE PIPE IN (4" SDR-35 FTG DRAINS)=100.00 IE PIPE IN (4" SDR-35 ROOF DRAIN/DOWNSPOUTS)=99.00 IE PIPE IN (4' PVC WALL DRAINS). 99.500' IE PIPE OUT (6" SDR-35)=c15.00 FIELD VERIFY ALL ELEVATIONS PROVIDE NEW DRIVEWAY PER DETAIL ON SHEET CI.2 PROVIDE (2) FEET WIDE BY b" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY 4 WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO I " WASHED ROCK. PROVIDE MIN. DRIVEWAY CROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE SEE 2016 KING COUNTY SURFACE WATER DESIGN MANUAL FIGURE C.2.4.2 PROPOSED PAVEMENT OJT AT NEW DRIVEWAY REPAIR PER DETAIL ON SHEET GI.3 PERFORATED PIPE CONNECTION IN 10'X2'X4' WASHED ROCK TRENCH PER DETAIL ON SHT 01.2 PROVIDE MIN. (20) FEET -WIDE VEGETATED BUFFER ALONG THE (2)-FEET WIDE ROCKED TRANSITION ZONE EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER PSE STANDARDS EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYLINK STANDARDS C8 RIM=45.60 IE 6" PVC (5=612.50 IE 6" PVC (1U=44.50 EXISTING GAS LINE CONNECT PER PSE STANDARDS 4 DETAILS CB RIM=92.77 » � ti.. "'ere_? 7 1E 6 PVC (N)=91.54 Where does i "7r" FULL OF WATER Who nia4uf9ilts 4-ctis C5? VICINITY MAP SITE KZ' PARCEL NUMBER 3365a00165 SITE ADDRESS 14120 51TH AVE 5 TUKWILA, WA. a8168 L LEGAL DESCRIFTION HILLMANS SEATTLE GARDEN TRS LOT I OF TUKWILA 5P LOq-063 REG 20120'12-N00003 SD SP BEING LOTS 18 2 OF BLK 8 OF SD PLAT PLAT BLOCK: 8 PLAT LOT: 1-2 ` LOT COVERAGE LOT AREA: 1,100 SF IMPERVIOUS MAIN ROOF GOV'D ENTRY COV'D PATIO AREA: AREA: 2,235 SF AREA: 15 SF AREA: 168 SF TOTAL: 2,418 SF PERVIOUS PAVING AREA: DRIVEWAY: 1,121 SF WALK: 286 SF TOTAL: 1,415 SF TOTAL LOT COVERAGE: = 3,811 SF OF LOT AREA:=50.53% D19-0362 l5 /R& Jes. la ?1a i AUI:.! W ! a !i CUM RECEIVED CITY OF TUKWILA NOV 13 2019 PERMIT CENTER U J -J d 0 0 Z a yW W c oor- uj ZtAN W L Q N c o Q271co = N co Z N N CO Y J • 0 CC co La_ e Z -J 0 J 0 uJ ♦ReHeians QZ 2 C/IX1R9Ecnoms L As- Drorm IAA Checked Sheet c1.1 RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE 15 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 SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN A5 REQUIRED). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL. CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). 1. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. 5. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. 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 ER051ON CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL IS 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, SOD, 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 RAIN NOTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON THIS PLAN. CONTRACTOR IS RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS GALL BEFORE YOU D IG I-500-424-5555 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 PVC SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. S. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. TYPE I CATCH BASIN NOTES: I. CATCH BASIN5 SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-415 (AASHO M-19(4) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL FIFES 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 51-0" 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 5G SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. 6. 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 SEERS I ON TRENCH NOTES: 1. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE FILLED WITH AT LEAST IS" OF i" TO 1'1 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 15 INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP 50 THAT THE SPILLED MATERIAL AND SEDIMENTS CAB BE REMOVED AND/OR CLEANED SY HOMEOWNER AS ROUTINE MAINTENANCE. 6" RISER SECTION 12" RISER SECTION e3 BAR EACH WAY PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) City of Tukwila a" DIA PERF. FOOTING. DRAIN TYP. T14HTLME To STORM SYSTEM (TYP.) III II • ,, 4" DIA ROOF DRAIN 1 TIr4HTLINE TO STORM SYSTEM (TYP-11 11 NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE 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 ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'D' 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 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. CATCH BASIN SHEET: REVISION •1: 08.03 APPROVAL: B. SHELTON TYPE 1 DS-01 AH HORIZONTAL 1 NOT TO SCALE AV VERTICAL FILL W/ 12° WIDE GRANULAR DRAIN ROOK DEHIND WALL WATERPROOF 4 PROTECTION 60ARD 2-12" WEEP HOLES • 24" O.C. A AF RETAINING WALL DIMENSION 4 REIDAR SCHEDULE MAX WALL HT. (FT) MAX. FILL HT. (FT) WALL THICKNESS (114) FOOTING WIDTH (IN) FOOTING TOE FT4. DEPTH WALL REBAR (VERTICAL) WALL REBAR (HORIZ) HOOK LENGTH INTO FT4 FT4 DOWEL SPLICE FIG REBAR TRANSVERSE FT4 REBAR LCNGTITUDINAL I-1T. 6F T W TOE D AV AH L J AT AF UP TO 31_6° 3'-0° 8" 2'-9" 1'-4" 10" 04.Ib° O.C. "4.16" O.G. 1211 24" "4612" O.G. (3)-"4 31-10 O 51- 41_6" 8" 31-4° 11-9'1 10° 046121 0.C.12 . 04.12" O.G. " 24" 04612" O.C. (4)-"4 b'-0" 5'-6" 8" 3'-61 I'-9" 10" 044110" O.C. 04612° O.G. 12" 24" "4.124 Or. (4)-04 1'-0" 6'-6" 8" 31-91 2'-0" 10" "4.8" 0.C. 04.10" 0.C. 18" 30° 04610° O.C. C4)-04 a'-0" 1'-6" 8° 4'-0" 2'-4" 10" 5.12" O.G. 5.12" O.C. 18° 36" 04.10" O.G. (5)-"4 91-0" 8'-66 8" 4'-3" 2'-66 10" 5.10" O.G. 5.12" O.G. 18" 36" "44.10" O.C. (5)-"4 101-0" 9'-b° 8" 51-3" 2'-S" 12" 5.8" OA. 5.12" O.C. 18" 36" "4.8" O.G. (5)-04 1l'-0" 101-60 8" 51-6" 31-0" 14" 5.6" DIG. 15.12" O.G. 246 42" 5.12" O.C. (5)-5 12'-0" 11'-6" 10° 51-9° 31-4" 14" 546" O.G. 1561I" O.C. 241 42" 56101 O.C. (5)-5 SITE RETAINING WALL 3/5° • I'-0" M N FIGURE C.2.11.A PERFORATED PIPE CONNECTION FOR A SINGLE FAMILY RESIDENCE 6" MIN. 18" MINT RANDOM FILL ett. Zniall_h4;e I+---- 24" MIN. -wad ----FILTER FABRIC 6' PERFORATED PIPE �-1 j -a WASHED ROCK TRENCH X-SECTION NTS PLAN VIEW OF ROOF NTS SLOPE TO ROAD DRAINAGE SYSTEM - 2 x 10' LEVEL TRENCH wIPERFORATED PIPE 4/24/2016 Di 9-0362 AFTER Po5T INSTALLATION GROUT FILL TI-{E SPACE WITI-I 800 P51 NON-5NRINKA)3LE m• NON METALLIC 100/ PLOWABLE GROUT FIN. GRADE OR SLAB 411 %" CHAMFER 3" DIA. (INSIDE DIA. ID) ASTM-A53 x S" TALL EMBEDDED 191 DOWN FROM TOP OF WALL 4 48" O.C. MAX 2" CLR •4'a412" O.C. I-1ORIZ. 15'64/13" O.C. VERT. NOTE: FOR BALANCE OF RETAINING WALL INFORMATION SEE RETAINING WALL DTL THIS SHEET c-106 IOL._ ,....,. NC AUI 14 2070 t:'.'y cf.Tukw la BUILD:1'S DIVISION 200 LSS POINT LOAD 2" DIA (OUTSIDE DIA. OD) ASTM-A53 4 41-0" O.C. A5 PEDE5TRIAN FENCE POST 14' RECESS 4) 1,4x2'-0" LONG WELDED To PIPE (SOCKET/ EMBED) GRADE 40 SAPS (WELDABLE) (4) 3 REBAR NAIRPIN5 (2) EA. SIDE OF PIPE 1211 SOCKET/EMBED @ 6" O.C. RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER RAILING CONN. AT SITE RETAINING WALLS 1 1/2" = 11_0n 2016 Surface Water Design Manual - Appendix C PREMOLDED FLXI EXPANSION JO"R SIDEWALK 5 r IAN.OR MORE AS DIRECTED. 7 DRIVEWAY (MAX. GRADE IS 15%) r-Sle' CRUSHED ROCK TOP OF CURB AT DRIVEWAY SECTION A -A 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 APWAJWSDOT 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. City of Tukwila NOT TO SCALE RESIDENTIAL DRIVEWAY ALTERNATE 2 OF 3 APPROVAL: B. SHELTON 12/ 2/ 20;3 I SAZEI DESIGN GROUP, LLC 14 4' ♦ J Q LA 0 tki LLJ O -I a_ 0 Z 0 LLI z_ CC 0 7 Q ♦Revisions athlOrr CORRECTIONS 2/2I/2019 ♦ Drawn Checked IAA Date Ewa. ass Sheet C1.2 Job ♦ I INSPECTION TEE RR CLEANOUT. OTHERWISE INSTALL McRKER6#LL ACCORDING TO 7.26 AND 0-3 AND GO CLEAN OUT 6' PLUG. SEE SS-03. 6' X6' X 4' WYE 6' SEWER PIPE nNF STREET SEWER MAN 0 Tr ITT SADDLE ATIXISTNG MAN INSTALL MARHERBALL ACCORDING TO7 2.6. NOTES_ 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 BE AT 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 SANITARY SIDE SEWER INSET: RESIDENTIAL SS-02 UST REVISION: APRIL2010 APPROVAL N. PONNINANTI •I/9' RMSE -1/2' WOE BORDER 1Tr PLAN VIEW 10' R. 1� UU4' I 1-1M' - LABELED C.O i .••••t'.?M A A�%Q i La 7' AA:NV 8" 16" ELEVATION CAST IRON RING AND COVER CONCRETE COLLAR N PAYED AREAS. CSTC COLLAR IN NONPAVED AREAS 2-718' 4' 12' DIA FIBRE JOINT PAMINO SIDE SEWER austar 2' FINISH GRADE PRIM lJ SCREW PLUG 4VY CENTER ON LID NOT TO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS-03 LAST REVISION: APRIL 2M9 APPROVAL H. POWTEKANTI PLAN VIEW THE WATER NETER IS INSTALLED RYCUY STAFF 1• COMING MU ELLER 110%ANQE STOP NIL VALVE B•NpyB / = 1•YUEUER 3m MAL CURB VIDE FULL PORT bOl®5 TOWN Fa Et 1� NIS VALVE 6 ROTATED TOL VERTICAL PORPON MIS VALVE B TUBE SEAIETw A OPEN PWl nom 1'MUELLER RENO_PRE SERVICE CWNECI'.ON I COI!ECnaS & LOCKABLE ANGLE BAIL VALVE THIS PARTE IS IM AMOMZDMTALPOS11OM DOMESTIC 10 SEWAGE TWE K COPPER PIPE • PVC YERNIEME FIRE F04imCE TYPE COPPER TYPE N WEER PIPE -PVC -NAY ETHYLENE FITTINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. FINI IEDGMWMO WE 10 SECTION TYPE KCOPPER ETE INSTATED BVQTV MUEUER RES FRE SERMCE CONNECTION 1" FIRE SERVICE PARTS LIST: 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 TOSERMCE - TYPE K COPPER PPE -P -POLY ETHYLENE NOTES: 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 REVISION N: 02-2014 LAST RIVISICN: APPROVAL: R. TISCHMAK, CITY ENGINEER 0 MSN.CUIPIING MEULLFR 110 )(MOLE STOP SINL RNNNEO GROUND UNE /44 'MINN SECTION TYPE KOR NER MEIERMSTNIf0 EN CITY TAILPIECE RIM FKANE nice PPE Nicole 1" FIRE SERVICE PARTS LIST: 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 FOR TIOMESTICPMD FIRE SEANCE . TYPE K COPPCR PI .wD - POLY ETHYLENE NOTES: 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. 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 1 DOMESTIC FIRE SERVICE SHEET: WS-20 REVISION SI: 02-2014 LAST REVISION: APPROVAL: R. TISCHMAK, CITY ENGINEER 3' WOE EDGER FINISH 3N"FULL DEPTH EXPANSION JOINT CURB 8 GUTTER (SEE RS GSA) NOTES: 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% MAX. SECTION A -A SIDEWALK WIDTHS MINOR ARTERIAL' PRINICIPAL ARTERIAL' TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' sr MINUS CRUSHED ROOL THICKENED EDGE ON RADIUS rr 1 SCORE JOINTS EVERY 5' EXPANSION JOINTS EVERY ,S PLAN VIEW 1' WIDE X 3N' OEEP SCORE JOINTS ELEVATION 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: RS-11 REVISION I': 08.03 LAST REVISION: 04.08 APPROVAL- BOB GIBERSON, CITY ENGINEER RECEIVED CITY OF TUKWILA NOV 1 3 2019 r'ERMIT CENTER 9f 20/2 'COLS C.A 11 •i 1 } City Of Tukw::t BUILDkS DiVlu;� 1 AUG 19 Z021, ASPHALT CONCRETE OR BITUMINOUS PLANT MU REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXTRA RIGID BASE SAT ONUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL HAT r DEPTH DETERMINED BY CAN CONCRETE 1S0%0F EXISTING DEPTH SAW CUT EXISTING CONCRETE PAVEMENT SW MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY TYPICAL PATCH FOR RIGID PAVEMENT ge '. J YB' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MUL REPLACEMENT PATCH 150%OF EXISTING DEPTH SAW CUT EXISTING ASPHALT PAVEMENT •••• •••••.. • •••N•.../ TYPICAL PATCH FOR FLEXIBLE PAVEMENT L se- MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CRY 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 I1: 08.03 APPROVAL: B. SHELTON .r • DESIGN GROUP, LLC W 0 0 1l N NCO W CD = ecg NCO 1, 0 a v w � c�DYHIi DRAINAGE CONTROL PLAN NOTES & DETAILS Q Or , Revisions ` ACITY QORREC11ONS 2/21/2019 DYQ%11 Checked Pa Dote Gnat III WO C 163 __....,,,„., Jth ♦ ♦ I 1, D19-0362 STAI\CARD CONSTRJCT CAN NOT GENERAL I. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-017q AT LEAST 45 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 GONTRAGTOR 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 51TE. 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. S. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. . CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC, CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE I MPLEMENTATI ON. II. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASH'NGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 14155. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERM ITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD Ig21. 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 (ESC) 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 PLAGE UNTIL FINAL 51TE CONSTRUCTION IS 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 CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER S, SEED 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 INDIGATED IN BLACK PAINT. 5. INSTALL SANITARY SEWER LINE5 AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST IS INCHES BELOW THE BOTTOM OF A WATER LINE. WORK IN RIGHT -OE -WAY I. WHEN ACTIVITY 15 UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC II.0S.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUGTION 15 CLEARED AND THE RIGHT-OF-WAY IS RESTORED. TMC II.OS.170.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMG 11.05.150 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR 51TE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.05.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. S. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.05.210 q. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.05.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. TMC II.OS.220 II. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. PAVEMENT RESTORATION 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT SACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILL ING OR WHEN CONCRETE 15 CURED. a.EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAYING, COMPLETE PAVING, RESURFACING, OR FAG ILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR. OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 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 STREAMSA, ©DRAINS TO WETLANDSA, OR ©DRAINS TO GROUNDWATERa, AS APPL I CABLE. 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, GLEANED, 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 ISA 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. 7. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING 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 SAGKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. 5.INSTALL WATER MAINS GROSSING SEWER LINES 50 THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST IS 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. q. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 15 INCHES ABOVE THE TOP OF A SEWER. TEMPORARY EROSION AND SED I MENTAT I ON CONTROL REQUIREMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJACENT 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 (TESG)(INCLUDING 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 SE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESC 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 THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS AS CONDITIONS WARRANT AND THE PROJECT PROGRESSES, INCLUDING GLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THIS PROJECT. I- THE IMPLANTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES 15 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. 3- THE TESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TES(' FAG ILITIES.SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE NET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESC METHODS SUCH AS SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESC 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 A5 WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT CLEAN DURING THE CONSTRUCTION PERIOD. 7- ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE GAPAG I TY. 5- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL 15 REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. 1- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THIS 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 CALL BEFORE YOU DIG: 1-500-424-5555 EROSION CONTROL SEED MIXTURE TAELE D19-0362 A- CHEWINGS OR RED FESCUE B- ANNUAL OR PERENNIAL RYE G- REDTOP OR COLONIAL BENTGRASS D- WHITE DUTCH CLOVER 40 (% OF WEIGHT) 40 (% OF WEIGHT) 10 (96 OF WEIGHT) 10 (% OF WEIGHT) f .. e r+ , Ain, i41 . u P j 1 Cityer 1 BUILD:,'` RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER 12/2/ 2018 0 J J 0 0 cc 0 Z 0 W STANDARD CONSTRUCTION NOTES Q Revisions Ill CITY CORRECIIONS 2/21/2019 Drawn billel Checked Dote at II 201. Sheet C2.1 Job 1 4" DIA- PERFORATED PVC FOOTING DRAIN LINE TO-: 121.50' !SOT: 111.50' 122 DOWNSPOUT W/ GLEAN OUT (TYP.) i0 TOP: 11250' OQ SOT: 112.00' 1 (i EXISTING SEWER STUB OUT -x —SS- 10' SEWER ESMT A.F. #5683680 O 55 RETAINING WALL PER DETAIL I/CI.2 (TYP.) CO OCO TO 112.5 BOT: 112.00' XISTIN6 FIRE HYDR•NT ASPHALT 55 OQ METER BOX FOR LOT 4 4" DIA. PER OR.ATED PVC 48 LF 4" PVG 0 296 SLOPE 4" DIA. SOLID PVG ROOF DRAIN LINE IS' -II" 55 O� 0Q S5- TEMP. EROSION SEDIMENTATION CONTROL (TESL) 3 LF 4" PVG @ 2% SLOPE I8LF 6" PVG @ 2% SLOPE 3604' 55 — 55 SSMH RIM=90.39 IE 10" RCP(N)=83.43 IE 10" RCP(W)=83.43 IE 10" RCP(S)=83.43 IE 8" RCP(E)=83.43 SCALE : I" = 10-0" h tS` 0 10 20 40 In FILTER FABRIC ON W.W.F. 1OF 1 1/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP 2 x 4 DOUG.FIR ® 48" o.c. 2" x 2" x 14 GA. WA? OR EQUAL STAPLES OR WIRE RINGS ID. ine•.•:44A.i! e! e• .5 • r etw . "y'• —ow • ir•.• ':• •. •A'i S : so y s `I +..,` c.: ;• III 1 00_1 - -" 1-!' ,I V FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL SECTION NELU CATCH BASIN 42 TYPE 1 CB RIM=101.00' IE CBTM OF CATCH BASIN): 96.00' IE PIPE IN (4" SDR-35 FTC. DRAINS)=I00.00 IE PIPE IN (4" 5DR-35 ROOF DRAIN/DOWNSPOUTS)=99.00 IE PIPE IN (4" PVC WALL DRAINS): 99.500' IE PIPE OUT (6" 5DR-35)=98.00 FIELD VERIFY ALL ELEVATIONS PROVIDE STABILIZED CONSTRUCTION ENTRANCE PER DETAIL ON SHEET C2.2 PROVIDE (2) FEET WIDE BY 6" DEEP TRANSITION ZONE FOR CONCRETE DRIVEWAY 4 WALK AREA FOR SHEET FLOW DISPERSION. USE i" TO I" WASHED ROCK. PROVIDE MIN. DRIVEWAY GROSS SLOPE OF 2% FROM THE OPPOSITE SIDE OF TRANSITION ZONE PERFORATED PIPE CONNECTION IN 10'X2'X2' WASHED ROCK TRENCH PER DETAIL ON SHT C1.2 PROVIDE MIN. (20) FEET -WIDE VEGETATED BUFFER ALONG THE (2)-FEET WIDE ROCKED TRANSITION ZONE EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER PSE STANDARDS EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYLINK STANDARDS GB RIM=415.60 IE 6" PVG (5)=412.50 IE 6" PVG 641)=44.50 EXISTING GAS LINE CONNECT PER PSE STANDARDS 4 DETAILS CB RIM=92.77 IE 6" PVC (N)=91.54 FULL OF WATER R=25' MIN. INSTALL DRIVEWAY CULVERT IF THERE 15 A ROADSIDE DITCH PRESENT, AS PER KIN6 GaINIY ROAD STANDA SOLID WALL FILTER MEDI FOR DEWATERI V 6" x 6" TRENC ELEVATION SILTATION FENCE DETAIL CATCH 9ASIN�GRATE OVERFL POROUS BOTTOM NOTE: THIS DETAIL IS ONLY SCHEMATIC ANY NSERT IS ALLOWED THAT RAS A MIN. 09 C.F. OF STORAGE, THE STORED 1ISEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. IA FIGURE D.4L FILTER FABRIC PROTECTION STANDARD STRENGTH GRATE FILTER FABRIC 4"-a" QUARRY SPALLS GEO-TEXTILE FABRIC. CATCH BASIN NOT, ONLY TO BE USED WHERE PONDNG OF IUATER ABOVE THE CATCH BASN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES FIGURE DAM GATCI4 BASIN INSERT ALL CATCH BASINS TO BE PROTECTED AND MAINTAINED PER KING STY DETAILS DAL • D.4M 12" MIN. THICKNES so ICOS.._ r" Alit; 19?VP C8ycfTukw a IT 15 RECOMMENDED THAT THE ENTRANCE BE CROWNED 50 THAT RUNOFF DRAINS OFF THE PAD. PROVIDE FULL V'UPTH or INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ACCESS D19-0362 0 J J a 0 cc C 0 rri 0 w co (1� J Q w J a_ J 0 EL 0 U Z 0 Z w 0 0 w w 1-- RECEIVED O TY OF TUKWILA NOV 1 3 2019 ERMIT CENTER Li; co 2 co 2 N N LLI 71 co = N CO O 7 to in N N v Co Y • X XXSD d ccQ E- w 15319 85TH AVE S. TUKWILA WA • Revision ±s/zi zole c 1o"s • ®- ®- A— Dra,wn__`` Checked Dote .200 Sheet C2.2 Job IF